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NOTES 



ON THE 



Compressive Resistance 



OF 



Freestone, Brick Piers, 
Hydraulic Cements, 
Mortars and Concretes. 



\/ 



BY 



Q. A. GILLMORE, Ph.D., 

"Colonel Corps of Engineers, Brevet Major-General, U. S. A.; Author of 

" IVeatise on Limes, Cements, etc.;" ''Treatise on Coignet Beton and 

Artificial Stones;" "■ Report on Compj'essive Strength, etc., 

of the Building Stones in the U. S.f ''Treatise 

on Roads, Streets and Pavements ^^ 

etc. etc. etc. 




NEW YORK: 

JOHN WILEY & SONS, 

15 AsTOR Place. 
1888. 



.IT' 



Copyright, i8G3, 
By John Wiley c: Sons. 



Drummont) & Neu, Febris Bros., 

Electrotypers, Printers, 

1 to 7 Hague Street, . 326 Pearl Street, 

New York. New York. 



PREFATORY NOTE. 



The tests of the several kinds of building materials dis- 
cussed in the following pages were obtained mostly by a ma- 
chine of extreme delicacy, having a maximum working pressure 
of 800,000 pounds. It was erected at the Watertown Arsenal, 
near Boston, some years ago, by Mr. Albert H. Emery, under 
the direction of the Board on Iron and Steel appointed by the 
President in accordance with the Act of Congress of March 3, 

1875. 

I desire to acknowledge my obligations to Lieut.-Colonel 
F. H. Parker, Ordnance Department U. S. Army, command- 
ing Watertown Arsenal, for the active interest taken by him in 
the tests, and his ever-ready assistance in promoting the work ; 
and to Mr. J. E. Howard, the engineer of the testing-machine, 
whose acknowledged ability in operating the ponderous instru- 
ment was most skilfully applied in carrying the experiments 
to a successful conclusion. 

My principal professional indebtedness is due to Mr. John 
L. Suess. Senior Assistant Engineer in my office. To him 
is due in very large rheasure that untiring energy, unflag- 
ging patience, and scientific discussion of the various problems 
involved which so greatly contributed to final success. 

It is not too much to assert, that without his zealous coop- 
eration the work would have been suspended at a stage far 
short of completion. 

Q. A. G. 



CONTENTS. 



CHAPTER I. 

History of tests for ascertaining compressive strength of building-stone. — 
Chief object of earlier investigations.— Effect of changing nature of pressing- 
surfaces between which specimens were tested. — Summary of results obtained 
from previous experiments. — Relative resisting power of stone prisms of 
various heights. — Theoretical law of compressive resistance of stone cubes. — 
Need of further investigations. Pages i-6. 



CHAPTER 11. 

Extension of previous experiments. — Selection of material and preparation 
of specimens for testing. — Age of specimens. Pages 7-10. 



CHAPTER HI. 

Description of tests. — Method of finishing specimens to insure smoothness 
and parallelism of end-faces. — Description of micrometer used. — Initial pres- 
sure assumed. — Measurement of compression and set. Pages 11-15. 



CHAPTER IV. 

Description of Haverstraw freestone. — Manner of failure of amorphous 
stone under compressive strain. — Illustrated by Haverstraw freestone. — Method 
of finishing bed-faces of specimens. — Law of increase of strength with increase 
of size of stone cubes. — Probable causes of partial failures of law when applied 
to large blocks. — Necessity of perfect homogeneity of structure to develop full 
strength of material. — Comparative compressive strength of stone and cement 
prisms of various heights. — Law expressing compressive strength of prismatic 
slabs. — Strength of prisms divided in courses. — Compression, set, elasticity, and 
resilience of Haverstraw freestone — Determination of elastic limit. — Law ex- 
pressing absolute resilience of cubes of a rigid material. — Capacity of a rigid 
material to resist live and dead loads. Pages 16-62. 



VI CONTENTS. 



CHAPTER V. 



^ 



Description of specimens of neat cement. — Phenomena attending breakage. 
— Compressive strength of Dyckerhoff cement cubes and prisms. — Strength of 
piers. — Compression, set, elasticity, and resilience of Dyckerhoff cement. — Re- 
silience of piers of cement prisms. — Effect on, of a compressible binding sub- 
stance. — Law expressing ultimate resilience of a rigid material applied to cement 
cubes. Pages 63-79. 

CHAPTER VI. 

Description of specimens of mortars and concretes. — Mortars and concretes 
of the Newark Company's Rosendale cement. — Compression, set, elasticity, and 
resilience of same. — Comparative resilience of cubes of the Newark Company's 
Rosendale cement concrete, of neat Dyckerhoff cement and of freestone. — 
Mortars and concretes of Norton's cement. — Compressive strength of mortars 
and concretes of varying dimensions and composition. — Compression, set, 
elasticity, and resilience of mortars and concretes of Norton's cement. — Com- 
parative resilience of mortars and concretes. — Mortars and concretes of Na- 
tional Portland cement. — Influence of quality of cement on compressive strength 
of mortars and concretes. — Compression, set, elasticity, and resilience of mor- 
tars and concretes of National Portland cement. — Phenomena attending break- 
age of specimens resisting the first application of the maximum load of the 
testing-machine. — Wohler's experiments. — Extension of similar researches to 
cements, mortars, and concretes recommended. Pages 80-106. 



CHAPTER VII. 

Description of brick piers tested, — Phenomena attending breakage. — Com- 
parative strength of brick piers and cubes of mortars and concretes. — Resilience 
of brick piers. — Variation in strength of brickwork. Pages 107-110. 



CHAPTER VIII. 

Summary of results and conclusions. — Effect of wooden cushions on tests, — 
Preparation of bed-faces of specimens. — Law expressing compressive resistance 
of various-sized cubes of a rigid material.— Large-sized test-pieces needed. — 
Law expressing compressive resistance of prisms of varying height. — Informa- 
tion concerning the elasticity and resilience of building materials needed. —Fur- 
ther experiments recommended. Pages 111-114. 

APPENDIX. 

General Tables I. to VI.; giving detailed compressive tests of rfiaterials ex- 
perimented upon. — Special Tables I. to X., showing amount of compression 
and set of materials tested. — Strain-sheets I. to VIII. Pages 1 15-192. 



COMPRESSIVE RESISTANCE 



OF 



FREESTONE, BRICK PIERS, HYDRAULIC 

CEMENTS, ETC 



CHAPTER I. 
INTRODUCTION. 

Certain tests for ascertaining the compressive strength of 
building material were carried on under my direction about 
twelve years ago, and a preliminary report, dated August lo, 
1875, was printed as Appendix 11. of the Annual Report of the 
Chief of Engineers for 1875. A new series of experiments was 
made toward the close of the year 1883, for the purpose of 
obtaining further information in regard to the resistance and 
behavior under compressive strains, of hydraulic cement, of 
mortars and concretes made with cement, of brick piers, and of 
freestone, either in the form of cubes of various sizes, or of 
prisms square in cross-section, but of less height than corre- 
sponding cubes. 

The earlier tests were made with a hydraulic press whose 
indicated pressure did not exceed 100,000 pounds. The dimen- 
sions of the specimens that were tested were therefore neces- 
sarily restricted. A few ii-inch cubes of Berea sandstone were 
crushed by means of a 2000-ton press at the Brooklyn Navy 
Yard, but the results were not thought to have much weight, as 
the accuracy of the testing-machine was doubted. 

The chief object of these earlier investigations was to deter- 



2 INTRODUCTION. 

mine the compressive strength, specific gravity, and ratio of 
absorption of the most commonly used building-stones of the 
United States. The average results obtained from specimens 
of 216 different kinds of granite, marble, limestone, and sand- 
stone were given in a general table appended to my report of 
August 10, 1875. The specimens were 2-inch cubes, and were 
crushed between cushions or disks of soft pine-wood three 
eighths of an inch thick. One of these cushions was placed 
under the bottom face of the cube, the other on top. 

A number of special tests were also reported. 

They were made to determine the effects of changing the 
nature of the pressing-surfaces between which the speci- 
mens were tested; of varying the relation between the 
heights of specimens and the areas of their bed-faces ; and 
of changing the absolute dimensions of cubes of the same 
material. 

It was found that when steel or wood formed the pressing- 
surfaces the phenomena of breakage were nearly the same. 
Generally there were two characteristic fragments more or less 
pyramidal in form, with a portion of the bed-faces as bases, and 
with lateral angles of about 45 degrees ; with steel plates there 
sometimes appeared to be a tendency to form but one pyramid, 
with lateral angles of approximately 60 degrees. With wood, 
the end-pieces seemed to be slightly more prismoidal; with 
steel, more wedge-shaped. The final destruction of a specimen 
was generally accompanied by a loud report. 

Different results were obtained when lead or lace-leather 
was interposed between the specimens and the pressing sur- 
faces. At the moment of fracture numerous cracks, parallel to 
the direction of pressure and perpendicular to the compressed 
bed-faces, appeared upon the sides of the specimen, and its 
cohesion was destroyed almost instantaneously. The fragments 
were prismatic, their greatest dimension or length being paral- 
lel to the direction of the pressure. A comparatively large 
amount of stone-dust was produced at the same time. The 
action of the lead cushions was ascribed to the capacity of that 
metal to flow when under sufficient pressure. The side of the 
lead cushion next to the steel plate of the testing-machine is 



INTRODUCTION. 3 

made smooth, the other side is driven by the pressure into the 
minute interstices and depressions of the stone, forming in- 
numerable wedges which tend to spHt it, while the normal 
pressure acts powerfully to open it in the middle. At the mo- 
ment of fracture a faint dull report could generally be heard ; 
occasionally no audible sign was given announcing the destruc- 
tion of the sample. 

Three different series of tests were made to ascertain the 
effect of applying cushions of various materials. In the first 
two series, all stones crushed were in the form of 2-inch cubes; 
in the third series, one set consisted of i J-inch cubes, the other 
of 2-inch cubes. 

The results obtained may be briefly recapitulated as fol- 
lows: 

First Series, — With notably tough and first-class building- 
stones, such as Millstone Point granite. East Chester marble, 
and blue Berea sandstone, the average crushing resistances 
were found to be in the following proportion, the leather hav- 
ing been tried with sandstone only: steel, lOO; wood, 94; lead, 
65 ; leather, 60. 

Second Series. — The second series of tests was made upon 
stones having nearly or quite as compact and close a texture on 
the ground surface as those of the first series, but which were 
more triable upon the surface of fracture, and evidently pos- 
sessed less cohesive and tensile strength. These were samples 
of Keene granite, and of a Vermont marble — a clear, smooth, 
delicate-looking stone. The following ratios were obtained: 
steel, 100; wood, 82; lead, 65; leather, 63.5. 

Third Series. — The third series of tests was made with stone 
which was so soft that wood did not sensibly spread, nor lead 
or leather flow under such comparatively low pressures as were 
sufficient to crush the specimens ; in other words, it was 
expected that steel, wood, lead, and leather would, at some 
low point of crushing pressure, give approximately identical 
results. 

For this purpose, Sebastopol limestone (a species of chalk), 
a soft kind of sandstone, and two sets of cubes of Massillon 
sandstone were tried. 



IN TROD UCTION. 



The following ratios were obtained with them 



Kind of Stone. 


Ratio of Resistance with 
Cushions of 


Remarks. 




Steel. 


Wood. 


Lead. 


Leather. 




Sebastopol limestone 

Drab-colored sandstone. . 
Massillon sandstone 


lOO 
lOO 
lOO 
lOO 


lOO 
lOO 

no 

103 


100 

100 

90 

85 


100 
59-4 


Mean of fourteen 2-inch cubes. 
Mean of three iHnch cubes. 
Mean of sixteen 2-inch cubes. 
Mean of five 2-inch cubes. 



This table shows about equal crushing resistance with steel 
and wood, but the actual compressive strength of the stones of 
the third series was much below that of the granite and marble 
of the first and second series. 

From these experiments it was inferred that with stones 
combining considerable hardness with toughness, steel and 
wood give approximately equal results ; that with stones which, 
though hard, are yet deficient in toughness, the peculiar action 
of wood cushions, which spread sideways and thus produce 
strains requiring tensile resistance, causes the stone to be 
crushed under a smaller load than with steel, which tends to 
bind the stone together by its rigidity and frictional resistance 
to lateral yielding; and that in decidedly soft stones the ability 
of a specimen to resist crushing is overcome before sufficient 
pressure is developed to spread the wood fibres, or to make the 
lead flow. 

The relative resisting power of stone prisms, square in cross- 
section, but of various heights, was investigated at about the 
same time, blue Berea sandstone being used for this purpose. 

Broken between steel plates, the ultimate strength of a 
i-inch cube averaged 9500 pounds; four isolated cubes of the 
same size and kind would therefore have yielded under an ag- 
gregate load of 38,000 pounds. The same amount of material 
formed as a solid slab, 2 inches square and i inch high, de- 
veloped an average crushing resistance of nearly 76,000 pounds 
(more precisely, 75,888 pounds), or twice as much as the set of 
four I -inch cubes having an aggregate bed-area exactly equal 
to that of the single slab. 



IN TROD UCTION. 5 

Two-inch cubes broke under an average load of nearly 
50,000 pounds. Samples with the same bed-area or cross- 
section, but with twice the height of a cube, sustained a mean 
pressure of not quite 44,000 pounds. 

Similar results were obtained with specimens i|- inches 
square in cross-section. When | of an inch high, the samples 
were crushed under an average load of 34,643 pounds ; in the 
form of cubes, under a load of 25,350 pounds; and when 4 
inches high, under a load of 22,432 pounds. 

When similar samples were broken between wooden cush- 
ions, the difference of strength in favor of slabs was much less 
marked than when the crushing was done between steel plates, 
for reasons already suggested. 

The results of the tests seemed to indicate not only that 
slabs increase in resistance, per square inch, as their surfaces 
increase, but also that the strength per square inch of cross- 
section of cubes increases with their size, although in a lesser 
ratio. To investigate this latter question, a series of experi- 
ments was made upon various-sized cubes composed of two 
kinds of Berea stone. In one set, made of a yellowish-gray stone, 
the sides of the cubes increased from one quarter of an inch to 
four inches; in the other set, of bluestone, the sides of the 
cubes varied from one inch to two inches and three quarters. 
The sides of the cubes increased successively by quarter inches. 
The first set was broken between wooden cushions ; the second 
set, a harder variety of stone, between steel plates. 

A curve was constructed for each set, the sides of the cubes 
in inches being the abscissas, and the crushing load of each 
specimen, in pounds per square inch of bed-surface, the ordi- 
nates. In other words, the ordinate for any specimen was the 
quotient of the total compressive resistance of the cube divided 
by the number of square inches in one of its faces. It was 
found that the approximate form of the theoretical curve was 
that of a cubic parabola, with the equation 

y ■=^ a Vx, 

in which a is the pressure in pounds required to crush a i-inch 



O INTRODUCTION. 

cube, X the side of any cube expressed in inches, and y the 
pressure in pounds per square inch of bed-surface needed to 
crush it. ^ 

These experiments seemed to indicate that with cubes of the 
same material the crushing resistance per square inch of coin- 
pressed surface increases^ approximately, in the ratio of the cube 
roots of the sides of the respective cubes. 

Since it was unsafe to work the press then used beyond 
100,000 pounds, the size of the specimens of the harder or blue 
Berea stone was restricted to 2j-inch cubes ; of the softer kind 
to 4-inch cubes. The range of the experiments was therefore 
too Hmited to justify the assumption that the formula deduced 
from them would prove sufficiently correct when applied to 
larger cubes. It was noted at the time that the formula was 
not borne out by the results obtained with five ii-inch cubes of 
Berea stone that were crushed at the Brooklyn Navy Yard. 
They gave way at somewhat less recorded pressure per square 
inch of bed-surface than 2-inch cubes of the same stone. 

The question whether there is a gradual increase or decrease 
of compressive strength per square inch of pressed surface, as 
the size of cubes of the same kind and quality of stone or simi- 
lar building material increases, was therefore still unsettled, and 
had to remain so until a more powerful testing-machine became 
available. 



CHAPTER II. 

OBJECT OF EXPERIMENTS. AND CHARACTER AND FORM 
OF SPECIMENS TESTED. 

In 1875, the President of the United States, under an Act 
of Congress approved March 3, 1875, appointed a Board com- 
posed of Army and Navy officers and civil engineers, who were 
authorized to secure a testing-machine with which to make 
tests of " iron, steel, and other metals." This board in the 
same year entered into a contract with Mr. A. H. Emery to 
construct and erect at the Watertown Arsenal, near Boston, 
Mass., a 400-ton testing-machine, to be used for determining 
the tensile and compressive strength of material entering into 
engineering and architectural structures. 

The machine was completed in February, 1879, ^^^ soon 
became known as the most perfect and reliable machine of its 
kind in existence, as it combined great power with extraordi- 
nary delicacy of weighing apparatus. 

It was decided to extend the former experiments with this 
new and more powerful machine. 

It was thought best to select materials possessing as uni- 
form texture as practicable, in order to exclude, if possible, dis- 
turbing influences resulting from the different nature, size, and 
unequal distribution of individual grains. 

In addition to uniformity of texture or grain, the degree of 
hardness and toughness was considered. The cubes of each 
kind of material were to increase, by certain increments, from 
one, two, or four inches on a side, as the case might be, to as 
large a size as would presumably resist nearly the entire power 
of the machine. It was obviously desirable to vary the sizes 
of the cubes between as wide limits as possible. 

It was therefore unwise to employ cubes of the harder 
classes of natural building stone, such as granite, syenite, etc., 



8 OBJECT OF EXPERIMENTS; 

as the capacity of the machine would be exceeded by cubes of 
comparatively small size. 

Former examinations and tests of the softer varieties of 
building material suggested a variety of red sandstone known 
as Have'rstraw freestone. This kind of stone, in the form of 
2-inch cubes, had been found to yield under an average load of 
4350 pounds per square inch of bed-surface, and the grain, 
though somewhat coarse, appeared to be rather uniform. 

Cubes of this material varying, by increments of an inch, 
from one inch to twelve inches on a side were prepared, four 
cubes of each size being made. Two sets of prisms, square in 
cross-section and with varying heights less than that of corre- 
sponding cubes, were also prepared. One set measured ^' X 
4'^ on the bed-surface, the other 8'^ X 8'^ Each sample of 
sandstone was wrought to its proper form by a skilled stone- 
cutter and the bed-faces were rubbed plane. 

Cubes and prisms of neat cement were prepared, in order 
that a material presumably of as nearly homogeneous texture 
as practicable might be tested. A quantity of Dyckerhoff's 
Portland cement (from Amoeneburg on the Rhine, Germany) 
being on hand, this brand was employed. The sides of the 
cubes made of this cement varied by increments of an inch 
from one inch to twelve inches. There were six samples of 
each size. To these were added three sets of square prisms 
of less height than corresponding cubes ; their bed-faces meas- 
uring A^' X 4' ■> '^" X 8'' and \2" X ^2" respectively. 

As little water as practicable was used in preparing the 
cement for the moulds. The moulds were boxes of pine 
wood, without top or bottom, smooth inside and held together 
by bolts passing through opposite sides beyond the ends. 
The bottom was formed by placing the mould upon a smooth 
bluestone flag, and the interior of the box was well greased 
to prevent adhesion of the damp material. The moistened 
cement was put into the box and gradually consolidated by 
tamping, using a hammer of about four pounds weight, and a 
follower consisting of a short stick of hard wood. 

The blocks were taken from the moulds as soon as they 
could be safely handled, the smallest a short time after being 



CHARACTER AND FORM OF SPECIMENS TESTED. 9 

formed, the largest in about twelve hours. They were then 
buried in sand on the floor of one of the casemates of Fort 
Tompkins, not only to keep them moist, but as a precaution 
against frost and changes of temperature generally. They re- 
mained there until taken to the Watertown Arsenal to be 
tested. 

A number of mortar and concrete cubes of various sizes 
were made, using different brands of American cements. 

Of the brand known as Norton's cement, four different sets 
of cubes were made. Each set comprised duplicate cubes of the 
dimensions generally of 4 inches, 6 inches, 8 inches, 12 inches, 
and 16 inches on the edge. Their composition was as follows: 

First Set. — Cubes of mortar: proportion, i vol. cement 
paste, i-J vols. sand. 

Second Set. — Cubes of concrete : proportion, i vol. cement 
paste, i^ vols, sand, and 6 vols, broken stone. 

Third Set. — Cubes of mortar: proportion, i vol. cement 
paste, 3 vols. sand. 

Fourth Set. — Cubes of concrete : proportion, i vol. cement 
paste, 3 vols, sand, and 6 vols, broken stone. 

Two sets of mortar and concrete cubes, corresponding as to 
sizes and numbers of blocks to those of Norton's cement, were 
made of the brand known as National Portland cement. 

First Set. — Cubes of mortar: proportion, i vol. cement 
paste, and 3 Vols. sand. 

Second Set. — Cubes of concrete : proportion, i vol. cement 
paste, 3 vols, sand, and 6 vols, broken stone. 

Two sets of mortar and concrete cubes were prepared with 
the cement known in market as the Newark Company's Rosen- 
dale cement. 

The first set was formed of mortar, in the proportion of i 
vol. cement, dry measure, to 3 vols. sand. It comprised dupli- 
cate cubes, varying by increments of 2 inches from 2 inches to 
16 inches on a side. 

The second set was made of concrete, in the proportion of 
I vol. cement, dry measure, 3 vols, sand, 2 vols, gravel, and 4 
vols, broken stone. It comprised duplicate cubes, varying 
by increments of 2 inches from 4 inches to 18 inches on a side. 



lO OBJECT OF EXPERIMENTS, 

In preparing the mortar, the cement paste was first made 
with as little water as practicable ; to this the sand was added, 
thus forming a stiff mortar. For concrete blocks, gravel and 
broken stone were added in the requisite proportions, and the 
whole mass was thoroughly worked and mixed. In some in- 
stances when needed, the broken stone and gravel were first 
dampened by slightly sprinkling with water. The moulds were 
of the same kind as used for the cubes of neat cement. The 
material in the larger moulds was consolidated by ramming 
with a conical-pointed iron rammer of about eight pounds 
weight, two feet in length, and one inch in diameter. A lighter 
rammer was used for the smaller blocks. 

Silicious, fresh-water sand was used in making the mortars. 
The broken stone for the concretes was of nut size, angular 
and sharp-edged, and consisted of a gray variety of hard and 
tough limestone. 

All of the mortar and concrete blocks were kept buried in 
sand in a casemate of Fort Tompkins until they were shipped 
to the place of testing. 

Incidentally it was thought desirable to make a few tests of 
the crushing strength of brick in the form of short piers. Six 
piers were built, each about 12 inches (i-J brick) square in cross- 
section, and six courses in height, with a strong bluestone flag 
at either end. Common hard North River bricks were used, 
averaging about 8 inches in length, 3I- inches in width, and 2\ 
inches in thickness. The mortar was made of one part of the 
Newark Company's Rosendale cement and two parts of sand. 
No special care was taken in building the piers, as it was in- 
tended that they should represent ordinary, average brick- 
work. The mortar joints averaged about fths of an inch in 
thickness. 

The blocks made of Dyckerhoff's and of the Newark Com- 
pany's Rosendale cement were from i year 10 months to i 
year 1 1 months old when crushed ; the brick piers had nearly 
the same age ; the cubes made with Norton's and National 
Portland cement were about 3 years 10 months old. The 
exact age of each sample when broken is given in the accom- 
panying general tables. 



CHAPTER III. 
DESCRIPTION OF TESTS. 

In ascertaining the compressive strength of columns or 
prisms with flat, square ends, it is necessary that the two end- 
surfaces should be parallel to each other, and that these sur- 
faces should be smooth and plane. It is extremely difficult, if 
not practically impossible, to dress and finish natural stone or 
to mould artificial stone so accurately as to fulfil strictly these 
conditions, and the difficulty increases with the size of the 
specimen. 

The pressing-surfaces of the heads of both the stationary 
and the movable holder of the Watertown machine, one 
of them being of gun-iron, the other of cast steel, are as 
truly plane and smooth as the best mechanical skill can make 
them ; they are finished to a degree which cannot be attained 
with relatively coarse-grained material such as freestone, cem- 
ent, mortars, and concrete. The movable holder of the 
straining-press had a strong adjustable head-plate, by means of 
which the bed-surfaces of those test-pieces whose ends were 
not truly parallel could be brought into close contact with the 
faces of the holder-plates. 

Another difficulty became manifest soon after beginning 
the testing operations. The cubes of neat cement which were 
first subjected to testing had been prepared with great care, 
but in a number of instances it was noticed that their beds 
were not in contact with the holder-plates at all points, in con- 
sequence of their being either slightly warped, rounded, or 
otherwise deficient. These irregularities were in reality very 
slight, and would not have been of any importance in practical 
work, but it was decided that they could not be ignored when 
comparing the strength of various-sized samples of the same 
material. Since similar irregularities were observed in a num- 



12 DESCRIPTION OF TESTS. 

ber of samples of freestone, and in the mortar and concrete 
blocks, some method of finishing off the upper and lower bed- 
faces, so as to secure plane and parallel surfaces, had to be de- 
vised. 

A preliminary trial was made with a 3-inch cube of neat 
cement, one bed of which was somewhat deficient. It was put 
in a lathe and faced with a steel cutter. The result was satis- 
factory; but it became apparent that this method of treating 
many samples, especially the larger ones, would be objection- 
ably slow, inasmuch as the cutter wore out very rapidly. 

The use of an emery-wheel was then suggested, and experi- 
ments were made with one small sample of each kind of ma- 
terial. Satisfactory results were obtained with the cement 
blocks, but the surface was glazed ; the freestone was tolerably 
well finished, but when tried on mortar and concrete the pro- 
cess failed. 

The experiments having been partially successful, it seemed 
desirable to rig up a large lathe at the arsenal with the neces- 
sary machinery for mounting a 14-inch emery-wheel to face 
deficient cubes of freestone and cement measuring as much as 
12 inches on a side, although the mortars and concretes would 
have to be treated differently. The plan had to be abandoned, 
however, as the lathe was otherwise employed, and could not 
be spared for this purpose. 

The method previously followed at the Watertown Arsenal 
when testing the crushing strength of brick piers, under direc- 
tion of Colonel T. T. S. Laidley, late commanding officer at 
the arsenal, was next tried. Those piers were hoisted into 
position between the pressure-heads of the testing-machine, 
which just touched their end-faces. The joints of the bottom 
and of the two vertical sides (the pier lying horizontally, as re- 
quired by the construction of the testing-machine) were first 
closed with a stiff paste of plaster of Paris ; when the plaster 
joints were dry and hard, semi-fluid plaster paste was poured 
in at the top joints until every cavity between the pier-head 
and iron plate was thought to be filled. The plaster was al- 
lowed to harden for 24 or 36 hours, and the pressure then put 
on. 



DESCRIPTION OF TESTS. 13 

This process would of course have been too tedious where 
many cubes and prisms had to be tested, but the advantage of 
finishing off the beds with a thin coating of plaster paste, which 
gave them a smooth surface corresponding to that of the press- 
ing-plates of the machine, was obvious. 

The addition of a plaster coating of such minute thickness 
could not, in any appreciable degree, modify the behavior of 
the specimen while being compressed. 

The actual method adopted was as follows : Some large, 
heavy, smoothly-planed cast-iron plates were procured, and 
placed horizontally upon low supports resting upon the floor 
of one of the shops of the arsenal. The upper surface of each 
plate was oiled, and a thin layer of rather stiff paste of plaster 
of Paris poured upon it. The face of the cube or prism to be 
plastered was next washed with diluted paste ; the piece was 
then carefully placed upon the iron plate, pressing it firmly 
into the plaster bed. It remained there undisturbed for about 
half an hour, and was then lifted off ; a thin layer or skin of 
plaster adhered to the face of the piece, presenting a smooth, 
plane, and marble-like surface. The opposite face was then 
similarly treated. The length of the piece, from bed to bed, 
was carefully measured to the nearest one-hundredth of an 
inch, both with and without plaster. The dimensions of its 
cross-section were taken in like manner. The plaster was al- 
lowed to harden for about 36 or 48 hours before the sample 
was tested. 

In the case of all of the mortar cubes and of half of the 
concrete cubes made with the Newark Company's Rosendale 
cement, cushions of pine-wood were interposed between the 
plastered heads of the specimen and the machine-heads. The 
use of such cushions was dispensed with while testing the 
other kinds of material. 

While ascertaining the crushing strength of specimens, the 
rate of compression as the load was gradually increased was 
also measured in a number of cases. 

The amount of compression or extension of the specimen 
was measured by a micrometer designed by Mr. J. E. Howard, 
the engineer of the testing-machine. This instrument consists 



14 DESCRIPTION OF TESTS. 

essentially of two flat bars, holding between them a little arbor 
upon which a graduated circle or limb is mounted. One end 
of one bar is clamped to the movable holder of the straining- 
press, and the farther end of the other bar to the stationary 
holder of the machine. As soon as compression begins, the 
movable holder moves towards the stationary holder, carrying 
the bar which is clamped to it in the same direction ; the arbor 
being held tightly between the two bars is made by friction to 
rotate, carrying with it the circular limb. The graduation 
reads to one-thousandth of an inch ; but a practised eye can 
estimate ten-thousandths of an inch with considerable accu- 
racy. 

This micrometer was used in all tests of samples of eight 
inches in height and upwards. 

Since the testing-machine is so constructed that the mov- 
ing force, whether applied for tension or for compression, acts 
in a horizontal direction, some pressure must be applied for 
the purpose of holding the specimen in its proper position 
between the machine-heads. An initial pressure of 5000 
pounds was put on for holding the larger cubes, and a less 
pressure for the smaller or weaker samples. At this initial 
pressure the graduated limb was set at zero. 

As the load was gradually increased, the amount of com- 
pression was read off and noted. At certain intervals the 
strain was relaxed, returning to the initial pressure. The set, 
if any, was noted, and the straining-press again put to work. 

The results of these micrometer measurements for com- 
pression and set are given in Special Tables I. to X., and in the 
diagram sheets I. to VIII. accompanying this report. 

To facilitate comparison of the curves of compression they 
are all drawn to tlie same scale ; the ordinates representing the 
pressure in pounds, and the abscissas the amount of compres- 
sion in inches. With few exceptions the diagrams show that 
during the first stages of applying the pressure the compression 
of the piece takes place at a comparatively rapid and uneven 
rate. The curve is -irregular, and more or less convex toward 
the axis of abscissas. As the load increases the curve gradu- 
ally straightens, and later on becomes concave, inclining to- 



DESCRIPTION OF TESTS. I 5 

ward the horizontal axis. This concavity is much more 
marked with the mortars and concretes than with the cements 
and freestone. In discussing the results obtained with the 
several kinds of material tested, the phenomena attending 
compression and set will be briefly considered. 



CHAPTER TY. 

TESTS OF HAVERSTRAW FREESTONE. 

This stone belongs to the class known as brownstone, its 
color being a warm and somewhat dark reddish-brown. It is 
of moderate fineness of grain, and apparently rather homoge- 
neous in texture. In some instances, however, samples after 
fracture showed distinct traces of lamination, thin seams or 
strata of coarser grain parallel to the bed being visible. The 
average weight of this material was about 136.5 pounds per 
cubic foot, the specific gravity being 2.184. 

PHENOMENA ATTENDING FAILURE OF SPECIMENS. 

The usual manner in which cubes of amorphous stone fail 
under a crushing load was again illustrated by this ' material. 
The principal fragments generally consisted of two irregular 
pyramids, more or less fully developed, with the bed-faces, or 
rather the larger portion of the same, as bases. The lateral 
parts of the cubes were forced off the sides of the pyramidal 
core, forming occasionally comparatively large slabs. One or 
two of the sides of a cube sometimes split off nearly entire ; 
but as a rule they broke off in smaller fragments. The ma- 
terial remaining between these fragments and the pyramids 
was well disintegrated, and partially ground to powder of vari- 
ous degrees of fineness. In several cases but one pyramid was 
fairly developed — apparently at the expense of the opposite 
one. In numerous instances the two pyramids remained 
loosely connected after fracture, having the appearance of 
sliding past each other, instead of abutting with their apexes. 
This condition was occasionally modified by one pyramid 
seeming to pierce the other, leaving in the latter, when the. 




TESTS OF HA VERSTRA W FREESTONE. 1/ 

former was detached from it, a crater-like recess, as shown in 
sketch, the dotted areas in which repre- 
sent the lateral pieces and ground mate- 
rial broken off at the moment of frac- 
ture. It seems as if the cube had 
yielded before sufficient pressure could be 
brought to bear on pyramid a to shear off 
the fragment c still adhering to pyramid b. f^^ 

When only one pyramid was formed ^-^^ 
it was generally well developed, and in some cases its apex 
reached nearly to the opposite bed-face. 

The production of but one pyramid is perhaps an indica- 
tion of a peculiar structural condition of the stone, combined 
with approximate parallelism of the end-faces of the cube and 
a proper uniform bearing of the latter against the pressing- 
plates of the testing-machine. If the substance cementing 
together the quartz particles of the material is rather more in- 
durated at one end of the specimen than at the other, the 
molecular motion induced by the pressure will be more pro- 
nounced at the latter end, and the formation of an opposing 
pyramid be prevented. Mr. Rennie mentions as "a curious, 
fact in the rupture of amorphous stones, that pyramids are 
formed, having for their base the upper side of the cube next 
the l^ver, the action of which displaces the sides of the cubes,, 
precisely as if a wedge had operated between them." Mr., 
Clark says, concerning sandstones, that *' after fracture the 
upper portion generally retained the form of an inverted 
square pyramid, very symmetrical, the sides bulging away in 
pieces all round." 

The conclusion derived from the above quotations, that the 
base of a solitary pyramid is generally found next the moving 
or driving head of the press, was not entirely corroborated in 
the Watertown experiments, although the phenomenon seems 
to occur more frequently at that end than at the opposite one. 
The assumption of a slight decrease or increase in the strength 
of the cementing material from one end of the cube to the 
other would go far to explain the matter. There exist also 
many gradations from the formation of a large isolated pyramid 



1 8 TESTS OF HA VEJiSTRA W FREESTONE. 

to that of two smaller but well-developed pyramids. Frequent- 
ly one of the two pyramids preponderated in size and regularity 
of form, while the other was only rudimentary. 

Without exception, the Haverstraw freestone yielded either 
suddenly, without previous warning, or the first crack or other 
evidences of destructive strain appeared only when the ultimate 
load had been nearly reached. All cubes, and more especially 
those from six inches on a side upwards, burst with a dull explo- 
sive sound. 

Of the several varieties of material experimented upon at 
the Watertown Arsenal, the samples of freestone were the last 
to be tested, as they were considered to be the most important. 
They represented the only. species of natural stone provided; 
and in crushing them and drawing deductions from the results 
it was thought advisable to utilize the information obtained in 
testing samples of artificial building material. With the latter 
there is always more or less doubt as to the relative condition 
of large and small cubes of the same kind. It is quite probable 
that a i-inch or 2-inch cube of such material will season sooner 
than an 8-inch or 1 2-inch cube. "With every additional inch 
of a cube it is reasonable to assume that its age ought to be 
increased to render its actual condition similar to that of a 
smaller cube. Moreover, the amount of labor to be expended 
in moulding different sizes of cubes or prisms to consolidate 
them equally requires a nicety of adjustment not attainable in 
practice. 

This difficulty does not exist with quarried natural stone. 
If all of the samples are taken from the same part of the quarry, 
and treated exactly alike, it is to be presumed that the results 
of the tests are fairly comparable. 

PREPARATION OF BED-FACES OF SPECIMENS. 

In order to develop the full strength of the stone it was 
necessary to decide upon a method of finishing the beds of the 
samples, so as to insure a uniform bearing against the smooth 
holder-plates of the machine. 

The cubes ranged by increments of an inch from one inch 



TESTS OF HA VERSTRA W FREESTONE. 



19 



to twelve inches on a side. There were four samples of each 
set, except the i-inch set, of which there were only two. 

The 2-inch, 3-inch, 4-inch, and 5-inch sets were selected for 
making preliminary comparative tests. Two samples of each 
of these sizes were once more carefully rubbed with water and 
fine sand upon a smooth iron plate until their beds were as 
smooth and plane as it was possible to make them. The 
other four pairs were simply plastered, the slight unevenness 
of their faces being covered and smoothed off by a film of 
plaster of Paris. 

The following table, corrected from General Table I. for 
observed pressure per square inch of bed-surface, shows the re- 
sults of these comparative tests : 



TABLE A. 

Crushing Resistance of Cubes of Haverstraw Freestone with their 
Bed-faces finished by Extra Rubbing and by Plastering. 





Rubbed Beds. 


Plastered Beds. 


Size. 


Strength of 
Cube. 


Average 
Strength. 


Strength of 
Cube. 


Average 
Strength. 


2-inch Cube 


23,816 lbs. 

22,988 lbs. 

55,638 lbs. 

52,191 lbs. 
101,456 lbs, 

85,440 lbs. 
141,450 lbs. 
132,525 lbs. 


j. 23,402 lbs. 
(. 53,914 lbs. 
l 93,448 lbs. 
C 136,987 lbs. 


26,856 lbs. 

22,348 lbs. 

64,818 lbs. 

52,155 lbs. 

95,200 lbs. 

99,408 lbs. 
201,300 lbs. 
170,700 lbs. 


\ 


2-inch Cube 


\ 24,602 lbs. 


3-inch Cube 

3-inch Cube 


I 58,486 lbs. 


4-inch Cube 


) 


4_inch Cube 


I 97.304 lbs. 


5-inch Cube 


) 


5-inch Cube 


I 186,000 lbs. 







The results exhibited in this table indicated that it would 
be safe to plaster the bed-faces of the remaining cubes as well 
as those of the prismatic slabs of freestone. This economical 
and convenient mode of preparing stone samples for compres- 
sive tests appears to be trustworthy when the beds have been 
previously rendered as smooth and true as possible by ham- 
mer, chisel, and by rubbing, and when the film of plaster is as 
thin as possible. 

The tests were carried as far as the capacity of the machine 
permitted. Three of the 12-inch cubes resisted the maximum 



20 TESTS OF HA VERSTRA W FREESTONE. 

load of 800,000 pounds ; they were subsequently tested com- 
bined as a pier. One of the lo-inch cubes exhibited unex- 
pected strength as compared with other cubes of the same 
size ; it was not broken under the maximum load, while the 
weakest stone of that set failed under a pressure of 521,000 
pounds. 

The average resistance of 9-inch cubes per square inch of 
surface under pressure varied from 5494 to 7886 pounds. 
There was not much difference in strength between the indi- 
vidual samples in the sets of 6-inch, 7-inch, and 8-inch cubes, 
respectively ; but the average strength of the 6-inch cubes con- 
siderably exceeded that of the other two sets named. The 
highest average resistance per square inch of bed-surf ace. was 
obtained with the i-inch, 5-inch, and 6-inch cubes, being over 
7000 pounds ; the mean strength per square inch of bed-surface 
of the 2-inch, 3-inch, and 4-inch cubes was 6150, 6498, and 6081 
pounds, respectively. These data refer to cubes whose beds 
had been plastered for uniformity of comparison. 

The variations in the amount of resistance per square inchi 
of bed-surface developed by individual cubes of each set, and 
what is more important, between the various sets themselves, 
show the necessity of a great number of tests to secure a suffi- 
ciently reliable estimate of the average strength of freestone^ 
and probably of any other variety of building stone. 

COMPRESSIVE RESISTANCE OF VARIOUS-SIZED CUBES. 

The experiments which form the subject of this report af- 
ford data for a further study of the question of the truth of the 
empirical law derived from former tests made on a small scale, 
according to which the resistance per square inch of bed-surface 
of cubes increases in a certain ratio with an increase of their 
sides. 

In that part of my report of August 10, 1875, in which I 
discussed the subject of apparent increase of strength of cubes 
per square inch of bed-surface as the cubes increase in size, it 
was stated that for cubes of the small size tested it appears 
that, " if certain cubes of unit dimensions are built together. 



TESTS OF HA VERSTRA IV FREESTONE. 21 

with cement equal to their own substance, into a cube of larger 
dimensions and of homogeneous strength, the resistance to com- 
pression per square inch of bed-surface increases as the half- 
ordinates of a cubic parabola." 

The equation given for the curve was 

in which a = average pressure in pounds required to crush a 
i-inch cube; 
^ = pressure in pounds per square inch of bed that 
would crush a cube the side of which measures 
X inches. 

This empirical law was based upon two series of tests. One 
series comprised cubes of yellowish-gray Berea stone, increas- 
ing by increments of ^ of an inch, from J of an inch to 3 inches 
on a side, with the addition of a single 4-inch cube, ail crushed 
between wooden cushion-blocks. The other series consisted 
of cubes of bluish Berea stone from i inch to 2f inches on a 
side, broken between steel plates. 

The curve-diagrams constructed from the average results of 
these tests show a very close approximation to the require- 
ments of the law, excepting only the 2j-inch cubes of the 
second series. 

It was further stated, that it is doubtful whether this law 
continues up to the ordinary dimensions of building blocks, 
and that it was not borne out by experiments made in the 
Brooklyn Navy Yard with a 2000-ton press, by which five i i-inch 
cubes of Berea stone were crushed. The report went on to say, 
" Whether the action of these stones [the i i-inch Berea cubes] 
was anomalous from specific causes, or whether from general 
causes the law of the increase of strength per square inch fails 
at a particular value of .r, it is impossible to say positively with- 
out additional trials. But these large stones broke invariably 
by splitting vertically in large flakes or sheets, varying from 2 
inches to J of an inch in thickness, and quite regular over the 
greatest part of their surfaces of fracture, especially the thinner 
ones. It is by no means impossible that all rocks have, more 



22 



TESTS OF HA VERSTRA W FREESTONE. 



or less, a series of joints, somewhat resembling slaty cleavage, 
along which they open more easily than in any other direc- 
tion. . . . They [the ii-inch cubes] crushed at somewhat less 
recorded resistance per square inch of bed than 2-inch cubes of 
the same stone." 

The recent tests at the Watertown Arsenal also failed to show 
the continuance of this law beyond small cubes. 

There is not much information in published works on the 
compressive strength of stone cubes of various sizes. The fol- 
lowing table gives some results obtained by foreign experiment- 
ers: 

TABLE B. 

Compressive Strength of Cubes of British Building-stone. 



Kind of Stone. 


Length 
of Side 
of Cube. 

Inches. 


Crushing 
Weight per 
square inch. 

Gross Tons. 


Authority. 


Aberdeen blue granite 

Aberdeen blue granite 

Peterhead granite 


I 

li 
I 

li 
I 

li 
I 

2 
I 

2 

I 
2 
2 
I 
2 


3-47 
4.87 
2.80 
3.70 
2.50 
2.70 
1.40 
2.45 
3-50 

1-43 
2.70 
2.03 
1.66 
1. 17 
1.50 
1.74 

0.54 ^ 
0.66 


Vicat. 

Rennie. 

Vicat, 


Peterhead granite 


Rennie. 


Bramley Fall sandstone. . . . 
Bramley Fall sandstone. . . . 

Craigleith sandstone 

Craigleith sandstone 

Craigleith sandstone 

White statuary marble 

White statuary marble ..... 

Portland limestone 

Portland limestone 


Vicat. 

Rennie. 

Vicat. 

Rennie. 
j Commissioners on stone 
\ for Houses of Parliament. 

Rennie. 

Rennie. 
Rennie. 
Rennie. 


Portland limestone 


Vicat. 


Portland limestone.. . . ..... 


Institute British Architects, 


Portland limestone 


j Commissioners on stone 
( for Houses of Parliament, 

Vicat. 
j Commissioners on stone 
\ for Houses of Parliament. 


Bath (Box) limestone 

Bath (Box) limestone 



This table shows that the experiments were confined to 



TESTS OF HA VERSTRA W FREESTONE. 23 

small cubes ; that except in one case the strength of different 
sizes of cubes of apparently the same kind of stone was deter- 
mined by different parties ; and that in all cases but one (Port- 
land limestone by Rennie) the larger cube is decidedly stronger 
per square inch of surface under compression than the smaller 
one of the same kind. The ratio of increase of strength varies, 
however, with the several classes of stone. With some varie- 
ties, viz., Bramley Fall sandstone, statuary marble, Portland 
limestone (referring to the tests by Vicat and by the Commis- 
sioners on stone for the Houses of Parliament, respectively), 
and Bath limestone, the increase is approximately in conform- 
ity to the cubic formula given in my former report. The ob- 
served strength of Aberdeen granite is about 10 per cent lower 
than required by the formula, while that of Peterhead granite 
is 13.3 per cent greater. The actual strength of the i^-inch 
and 2-inch cubes of Craigleith sandstone, as compared with that 
of the i-inch cube, is about 35 and 50 per cent, respectively, in 
excess of their computed strengths. 

Againj according to Barlow, Portland stone crushes at from 
1384 to 4000 pounds per square inch ; but in the experiments 
by the Royal Institute of British Architects (1864) the mean 
resistance to crushing, per square inch, was, for 2-inch cubes, 
2576 pounds; for 4-inch cubes, 4099 pounds; and for 6-inch 
cubes, 4300 pounds. These experiments show an increase in 
strength of the 4-inch over the 2-inch cubes, in the ratio of the 
cube root of the square of the side instead of the cube root of 
the side, as in the Staten Island formula; the strength of the 
6-inch cube, compared with that of the 2-inch cube, increased 
about in the proportion of the square root of the side. 

Rondelet, according to Hodgkinson, found that cubes of 
malleable iron and prisms of various kinds of stone were crushed 
under loads which varied directly as their areas. Rennie's 
experiments with cast-iron and wood make it appear that the 
resistance, particularly in wood, increases in a higher ratio than 
the area. 

In an article in The Builder, 1872, the writer says that, 
^* with regard to the supposition that the crushing strength of 
stone increases with the size of blocks, there has yet been too 



24 TESTS OF II A VERSTRA W FREESTONE. 

little proof put forward on which to lay down any law. In 
fact, the few experiments made by Mr. Kirkaldy bearing on 
this subject, some of the results of which have been placed at 
my disposal, go to prove that there is no increase in the resist- 
ance to crushing, consequent upon increase in the size of the 
blocks." 

The average strength of i-inch cubes of Haverstraw free- 
stone tested at the Watertown Arsenal was 7030 pounds per 
square inch. This was exceeded by the 5-inch and 6-inch cubes, 
which yielded under average pressures of 7440 and 7354 pounds, 
respectively. According to the law deduced from the Staten 
Island experiments, we have 

y — a Vx = a X ^°-''' ; 

but actually we have for 5-inch freestone cubes, j/ = a X ^°*°^^ ; 
for 6-inch cubes, jj/ = a X ^''*''^*; a being = 7030 pounds. 

On the supposition that the two i-inch cubes were of excep- 
tional strength, and taking the 2-inch cubes, the average strength 
of which was 6150 pounds per square inch, as a basis for com- 
parison, we obtain results approaching more nearly to the for- 
mula. The value of a would then, of course, be reduced. In 
this case we have for the average of the 5-inch cubes j/ = a X ^'^'^\ 
and for the strongest of the two (8052 pounds per square inch) 
as much as jj/ = <^ X •^*'■^ or a Vx. For the 6-inch cubes (aver- 
age 7354 pounds) we get j/ z= a X x^''- The strongest of the 
lO-inch cubes could not be crushed under the maximum load 
of 800,000 pounds, but a slight seam was opened along one 
corner. Assuming that the piece might have yielded under a 
pressure of 840,000 pounds, its crushing load would have been 
8400 pounds per square inch, which, as compared with the 
2-inch cube, would be equivalent to 

J/ z=z a X Vic = a . x°'^. 

When it is considered that the experiments at Staten Isl- 
and, on which the law of increasing resistance with increasing 
size of cubes is based, were conducted with the greatest care, 
it may well be asked why the rule which has been proved to 



TESTS OF HAVERSTRAW FREESTONE. 2$ 

be applicable to a series of small cubes of Berea sandstone 
either actually fails or only partially and incompletely applies 
to the larger cubes. The answer to this question is implied in 
the quotation already made from the former report. 

In preparing small cubes for the tests, the soundest pieces 
are necessarily selected ; any material in which flaws, hair 
cracks, or any other deficiencies can be detected on careful 
examination, is rejected. The test-piece is naturally designed 
to be a perfectly sound specimen of its class. Within rather 
narrow limits, it is possible that, owing to such careful selection, 
pieces of the same kind of material but of varying sizes are 
uniform as to texture and identical in homogeneity, and under 
such conditions it may be taken for granted that some law ap- 
proximately applies. 

The difficulty of close examination and proper selection in- 
creases with the greater size of cubes. The stone appears, 
perhaps, on the outside, quite sound and of uniform texture, 
but through its mass it may want homogeneity of structure ; the 
material cementing together the grains may be weak in parts, 
and the grains themselves of varying strength ; and there may 
be cavities, cracks, and soft patches inside of the mass. These 
defects can be discovered when a large block is split to cut it 
into smaller cubes, for which the soundest parts are chosen ; 
but 'the probability that the specimen contains unsound parts 
increases with' the size. This will also explain the fact that 
cubes of the same size and kind occasionally vary greatly in 
strength. The weakest of the 9-inch freestone cubes had 35 
per cent less resistance than the strongest ; and the weakest of 
the lo-inch cubes probably fully 60 percent less than the strong- 
est of that kind. 

In practice, a comparatively large cube ceases to be a unit, 
but is rather a conglomerate of smaller irregular pieces, joined 
together by a cementing substance of varied strength, and per- 
haps partially separated by minute cracks, cavities, or pores. 
Under such conditions the stone cannot develop the same 
strength as if it were a true unit. 

In other words, according to the quotation referred to, 
cubes of certain unit dimensions may be conceived to be built 



26 l^ESTS OF HA VERSTRA W FREESTONE. 

together with cement equal in strength to their own substance, 
into a cube of greater size, producing a true monoHth of homo- 
geneous structure and corresponding strength. 

Judging from the tests made with small cubes of Berea 
stone, we should expect the resistance to compression per square 
inch of bed-surface of a true monolith to materially increase 
with its size. Even assuming the masses of which an actual 
specimen is built up to be of uniform strength, especially when 
of the quartzose variety, it is probable that the cementing sub- 
stance, whether silica, carbonate of lime or magnesia, oxide of 
iron, alumina, or mixtures of one or more of them, is of variable 
strength and density in different parts of the stone ; its adhesion 
to the parts it binds together maybe less perfect at some places 
than at others ; and the actual ultimate resistance of an appar- 
ent monolith will then be less than the calculated one. As the 
loading progresses, incipient cracks, quite imperceptible to the 
observer, will be formed where the cementing substance is 
weakest, and seams of more or less extent will open, much as 
in brickwork under pressure. With brittle material like free- 
stone, the very jar of sudden internal yielding will act like a 
blow on adjacent parts, weaken the cohesion of the cement in 
the vicinity and its adhesion to the unit particles it binds to- 
gether, and further yielding will ensue. If these initial, though 
inappreciable, cracks run about parallel to the bed, the aggre- 
gate cube ceases to be a monolith ; and it is known and has 
been again proved by tests made in that direction at the Water- 
town Arsenal, that a cube built up in several courses is inferior 
in strength to a solid cube. The conditions are more unfavor- 
able when, owing to defective strength of the cementing sub- 
stance, initial cracks open approximately parallel to the line of 
pressure ; the stone will then be divided into irregular columns, 
the heights of which may considerably exceed the least dimen- 
sion of their cross-section, inducing transverse bending or bulg- 
ing, and premature separation of parts by cleavage and splintering 
off. It is more probable, however, that early partial yielding 
occurs in a more complicated manner, or in various oblique 
directions through the mass, which will still more favor disin- 
tegration under a comparatively moderate pressure. In former 



TESTS OF HA VERSTRA W FREESTONE. 2/ 

experiments at Staten Island several samples of sandstone, in 
the form of 2-inch cubes, displayed greater strength when broken 
on edge than when crushed on bed. It may be inferred from 
this that the cubes broken on bed had weak cement joints in a 
direction normal to the bed, favoring lateral cleavage ; and that 
this kind of defect either did not exist, or was at all events of 
much less consequence, when the cube was broken on edge. It 
is possible that the clamping action of the holder-plates between 
which the test-piece is held is reduced in its effect as the dis- 
tance between them increases. A flaw in a 2-inch cube favor- 
ing an incipient crack through its central part will not affect 
the strength to such an extent (from the nearness of the friction- 
plates) as cracks tending to separate laterally pieces of similar 
or even greater thickness from a larger cube. 

Perfect homogeneity of structure is necessary to develop the 
full strength of stone or similar material. That Haverstraw 
freestone is deficient therein, is shown in the strain-diagram to 
be referred to hereafter. 

We may safely conclude that those cubes which exhibited 
the greatest resistance in their class approached most nearly 
the state^of comparatively perfect condition. We further be 
lieve that the law, perhaps more or less modified, would be cor- 
roborated if it were possible to provide a series of cubes of 
varying sizes, each of which was truly homogeneous through- 
out. 

Berea sandstone evidently possesses a remarkable degree of 
homogeneity of structure, at least up to cubes of 3 or 4 inches 
on a side ; and it is quite possible that if it had been tried in 
larger pieces, the results would have been approximately in 
conformity to the empirical law. It failed, however, with 11- 
inch cubes, as already stated : and might have done so with 
somewhat inferior sizes. 

With artificial stone, like cement, mortar, and concrete, all 
of which were consolidated by ramming or tamping in moulds, 
another element enters the question which influences the 
strength of the piece. A certain amount of labor in ramming 
or beating is performed in making, for instance, a i-inch cube. 
How much work should be applied in consolidating a 2-inch, 



2« TESTS OF HAVERSTRAW FREESTONE. 

6-inch, or 12-inch cube? It is known that, within certain limits, 
repeated rolHng of a wrought-iron bar with accompanying re- 
duction of cross-section increases its homogeneity and strength, 
while it also renders it more brittle. It is probable that a cer- 
tain amount of ramming, with a corresponding weight of the 
ramming tool, may render a large cube as homogeneous through 
its entire mass as a reduced amount of work usually expended 
upon a smaller cube, but the law of this proportion is not known. 

The faces of some of the larger cubes of neat cement, pre- 
vious to being tested, exhibited numerous minute hair-cracks, 
crossing each other in all directions, but distinguishable only 
after moistening the surface. This sort of examination was 
limited to a few samples; it was presumed that the rest would 
not differ in that respect. The cracks were evidently due to 
irregular shrinkage while the cement was setting and hardening. 
This process naturally went on quicker in the outer crust than 
in the core of the cube ; in hardening, the contraction of the 
outer portions was more or less obstructed by the inner mass 
which had not so far advanced in setting and change of volume. 
To all appearances the cubes of neat cement were entirely 
sound and in good condition ; but it is not doubted that these 
incipient cracks, which must have extended for some depth into 
the mass of the cube, impaired its strength. In this respect, 
therefore, the small cubes ought to have been — as they really 
were — proportionally stronger than the larger ones, since the 
hardening or seasoning from the shell to the centre must have 
been quicker, more complete, and more uniform. 

There is no reason to doubt that the cubes of mortar or 
concrete, which had been moulded in precisely the same manner 
as the samples of neat cement, would have shown similar hair- 
cracks caused by shrinkage if their rough exterior had not pre- 
vented their being distinguished. 

The fact that the cubes of cement, etc., were not kept im- 
mersed in water, but only covered up with sand, may to some 
extent account for irregularities in the results. Mr. Whitaker, 
who conducted numerous experiments for Mr. Grant on behalf 
of the British Government, found that 12-inch concrete cubes, 
rammed into moulds by hand-beating with a mallet, reii'.ted 



TES7^S OF HAVERSTRAW FREESTONE. 29 

under compression an average of 30 per cent more than concrete 
cubes of the same size made in the ordinary way ; he also found 
that 1 2-inch cubes set in water for one year stood a greater 
weight than those set in air during the same period, while 6-inch 
cubes were stronp-er set in air than in water. 

We infer from the Watertown experiments that with mate- 
rial lacking homogeneity of structure the strength of cubes is 
not as great as required under the law, although significant 
traces of its applicability may be discovered with pieces which 
exhibited superior resistance. The question still remains un- 
settled whether stone, approximately homogeneous, when in 
the form of larger blocks or cubes exhibits greater compressive 
strength per square inch of bed-surface than smaller cubes. It 
would seem to be desirable to continue experiments with the 
same kind of Berea stone that furnished the data on which 
the law was founded, and to try other species of building-stone 
which, from preliminary tests, may promise to possess a high 
degree of-homogeneity of structure. 

STRENGTH OF SIMPLE AND COMBINED PRISMS OF VARYING 

HEIGHT. 

A number of tests were also made at the Watertown Ar- 
senal in order to ascertain the behavior and relative compres- 
sive' strength of square prisms of less height than cubes of the 
same cross-section. Some of the prisms were made of Haver- 
straw freestone, and others of neat Dyckerhoff cement. 

On examining and comparing the results obtained with 
prisms of varying height, it seemed to be possible to express 
the law connecting strength and form of specimens by some 
formula. 

Some unit of strength was evidently required to be intro- 
duced into such a formula. The law referring to the strength 
of cubes of varying size having been found to be inapplicable 
to the specimens, the usual method of assuming a unit pressure 
per square inch of bed-surface, represented by the arithmetical 
mean of the average crushing resistances of the several sizes of 
cubes tested, naturally suggested itself. The series of freestone 
samples actually broken on the first application of the ultimate 



30 



TESTS OF HA VERSTRA W FREESTONE. 



pressure within the maximum load of 800,000 pounds embraced 
cubes from i inch to 1 1 inches on a side, excepting one lo-inch 
cube. The column of observed loads in the following Table C 
shows that the arithmetical mean of all the average loads would 
be 6600 pounds per square inch of bed-surface. But the ob- 
served crushing strength of the i-inch cubes greatly exceeds 
that of all other sizes, with the exception of the 5-inch and 
6-inch cubes ; the cubic contents of the individual prisms are, 
moreover, from sixteen to several hundred times greater than 
that of a i-inch cube ; and it seems to be, therefore, justi- 

TABLE C. 
Compressive Strength of Cubes of Haverstraw Freestone, 





Observed Ultimate Loads, in Pounds. 


Computed 

Load of Cube, 

in pounds, on 

the basis of 

6550 pounds 

per square 

inch. 


Excess or 

Deticiency of 

Computed 


Side of 
Cube. 


Of Cubes, Singly. 


Averages. 




Per Square 
Inch. 


Of Whole 
Cube. 


Per Square 
Inch. 


For Whole 
Cube. 


Load. 


I inch 

1 inch 

2 inch ,. 

2 inch 

3 inch 

3 inch 

4 inch 

4 inch 

5 inch 

5 inch 

6 inch 

6 inch 

6 inch 

6 inch 

7 inch 

7 inch 

7 inch 

7 inch 

8 inch 

8 inch ... 

8 inch 

8 inch 

9 inch 

9 inch 

9 inch 

9 inch 

10 inch 

10 inch 

10 inch 

ID inch 

11 inch 

II inch 

II inch 

II inch 


6,959 
7,102 
6,714 

5-587 
7,202 

5,795 
5-950 
6,213 
8,052 
6,828 

7,179 
7,048 

7,471 
7,719 
6,115 
5,728 
6,590 
6,190 
6,219 
6,674 
6,040 
6,152 
5,769 
6,989 
7,836 

5-494 

5,210 

6.638 

8,400* 

6,446 

6,508 

6,453 
6,440 
6,270 


6,959 

7,102 

26,856 

22,348 

64,818 

52,155 
94,200 
99,408 
201.300 
170,700 
258,444 
253,728 
268,956 
277,884 
319-635 
280,673 
322,910 
303,310 
398.016 
427,136 
386.560 
393,728 
467.289 
566,109 
638,766 
445,014 
521.000 
663.800 
840,000 
644,600 
787-468 
780,813 
779,240 
758,670 


1 

\ 7,030 

j 6,150 

\ 6,498 

■ 6,081 

j- 7,440 

1 

\ 7,354 

1 

!^ 6,156 

J 

1 

1^ 6,271 

J 

j- 6,534 

J 

1 

j- 6,673 

1 

- 6,418 


7,030 

24,600 

58,482 

97,296 

186,000 

264,744 
301,644 

401,344 
529,254 
667,350 
776,578 


6,550 

26,200 

58,950 

104,800 

163,750 

235,800 
320,950 
419,200 
530,550 
655,000 
792,555 


- 7-3^ 
4- 6.1^ 
-1- 0.8^ 

+ 7-2^ 

-13-6^ 

- 12.3^ 

-1- 6,0^ 

+ 4.3^ 
-j- 0.-2% 

- 1.9^ 



* This lo-inch cube was not crushed under the available maximum load of 8o©,ooo pounds. 
In the table it is assumed that it might have yielded under 40,000 pounds of additional pres- 
sure. 



TESTS OF HAVERSTRAW FREESTONE. 3 1 

fiable to omit the smallest set of cubes from the calculation. 
The average crushing load of the several cubes from 2 to 1 1 
inches on a side is found to be 6550 pounds per square inch, 
which the following table shows to give quite satisfactory re- 
sults when the loads thus computed are compared with those 
actually observed. It should be stated that these observed 
loads are those only of cubes the beds of which had been plas- 
tered so as to render the conditions of fracture uniform. 

The greatest differences between computed loads and aver- 
ages of observed loads are found in the sets of 5-inch and 6- 
inch cubes, and even there the difference does not reach 14 per 
cent. It is thought that 6550 pounds, the general average 
crushing stress per square inch of bed-surface for cubes of 
Haverstraw freestone, may be considered fairly applicable to 
prisms of the same kind of material, obtained at the same time 
from the same part of the quarry, and wrought and tested 
under precisely the same conditions. 

Prisms of Haverstraw Freestone. — Two series of square 
prisms of less height than cubes of the same cross-section were 
tested. 

One series contained prisms 4'' X ^' on bed, and i, 2, and 
3 inches in height, respectively. The other series measured 
'^" X '^" on bed, with heights of 2, 3, 4, 5, 6, and 7 inches, re- 
spectively. There were two prisms to each set. 

It was noticed that the prisms generally gave earlier warn- 
ing of approaching destruction than the cubes, crackling noises 
being audible during the later stages of loading. This is 
probably due to the frictional resistance of the pressing-plates, 
which, from being nearer together, hold the prisms in a firmer 
grasp than the cubes, and therefore permit disintegration to 
proceed without ultimate fracture for a longer period. 

The testing-machine did not prove powerful enough to 
crush either of the two 8^' X 8'^ X ^" prisms : one of them 
was apparently almost intact when removed, some small 
spawls only having cracked off from the edges ; the other had 
suffered a little more, but both samples would evidently have 
resisted considerably more pressure. 

In prisms of half the height of corresponding cubes the 
formation of pyramidal fragments began to be fairly developed, 



32 TESTS OF HA VERSTRA W FREESTONE. 

becoming more complete as the height increased. The thinner 
prisms were simply broken up into numerous small, irregular 
pieces, besides being to some little extent ground to powder ;^ 
what core remained could easily be broken up by hand. There 
were only faint traces of pyramid formation. 

It has long been known to close observers that the com- 
pressive strength of prisms increases as their height diminishes. 
Mr. Navier, however, was of the opinion that the force neces- 
sary to produce crushing is greatest when the piece has the 
form of a cube, and diminishes when the piece is lower or 
higher. Mr. Hodgkinson says on this subject : " Shorter speci- 
mens generally bear more than larger ones of the same di- 
ameter or dimensions of base. In the shortest specimens frac- 
ture takes place by the middle becoming flattened and in- 
creased in breadth (bulged), so as to burst the surrounding 
parts and cause them to be crumbled and broken in pieces. 
This is usually the case when the lateral dimensions of the 
prism are large compared with the height." 

That such spreading out across the middle part of the 
prism takes place is shown by the chips and spawls that grad- 
ually fly or drop off from the exposed sides of the piece, 
leaving a rough, irregularly triangular groove around the 
prism, or merely a rough, slightly concave indentation, as in the 
case of the Z" X ^" X '2," freestone prisms which could not be 
broken. 

A case slightly analogous to that of short prisms under 
compressive stress occurs in testing the tensile strength of 
iron, steel, and other metals. A bar of certain cross-section 
will develop far more tensile resistance when its exposed 
length is very small compared to its diameter than when it is 
several times that dimension. Or, as Mr. Kirkaldy deduced 
from his experiments, '' the breaking strain is materially af- 
fected by the shape of the specimen. The amount borne was 
much less when the diameter was uniform for some inches of 
the length than when confined to a small portion — a peculiar- 
ity previously unascertained, and not even suspected. It is 
necessary to know correctly the exact conditions under which 
any tests are made before we can equitably compare results 
obtained from different quarters." 



2'ESTS OF HAVERSTRAW FREESTONE. 33 

Professor Weyrauch, referring to the above observations, 
says that the stress for compression should show a similar dif- 
ference, and that this, according to Bauschinger and others, is 
found to be the case. 

While the fact of an increase of compressive resistance 
with a diminution of the height of prism was more or less 
known, no attempt seems to have been made to determine the 
probable ratio of such increase when the height of the prism, 
becomes less than that of a cube. 

In endeavoring to arrive at an empirical law expressing 
the compressive strength of a prismatic slab, it was considered 
that as the height of the piece is decreased, the area of bed- 
surface remaining unchanged, the exposed lateral area becomes, 
smaller, and the Hability of the material to be forced out side- 
ways under the internal strain becomes less ; due weight must 
therefore be given in a formula to this relation. Besides as- 
suming some general or uniform crushing load per square inch 
of bed-surface, representing the average obtained from a series 
of actual tests, it seemed necessary to introduce into the for- 
mula an expression of the relation between areas of bed and 
sides ; of the difference between the heights of cube and cor- 
responding prism ; and of the strength of a cube, the area of 
whose bed is equal to that of the prism. 

The following formula is given : 

in which W =^ crushing load of prism, in pounds; 

(7— crushing load of a cube having the same area of 

bed as the prism ; 
m = crushing load of material per square inch ; an 
average derived from testing a series of cubes 
of various sizes, and of the same material as 
the prism ; 
/ = quotient obtained by dividing the area of the 
bed by the sum of the areas of the sides of 
the prism ; 
k =: height of cube of crushing strength C, in inches ; 
/i^ = height of prism, in inches. 
3 



34 



TESTS OF HAVERSTRAW FREESTONE, 



For Haverstraw freestone, the value of m would be 6550 
pounds, in accordance with preceding explanations and table. 

The crushing loads obtained by this formula are compared 
with the results actually obtained with freestone prisms in 
Table D, in which the beds of prisms are assumed to be true 
squares. As such, their bed-areas are very slightly different 
from those of the prisms actually tested ; for which reason the 
total crushing loads, which are in the table stated to be de- 
rived from experiment, necessarily vary a little from those 
given in General Table I. 

TABLE D. 

Compressive Strength of Prisms of Haverstraw Freestone. 



Size and Mark of Prism. 



4" X 
4" X 
4"x 
4"x 
a" X 
4" x 
S" x 
8" X 
Z" X 
8" X 
.8" X 
.8" X 
,8" X 



8" X 
S" X 
S"x 



X 3", a 

X 3", b 

X 2", a 

X 2", b 

X i", a 

X i", b 

X 7", a 

X 7", b 

X 6", a 

X 6", b 

X 5", a 

X 5", b 

X 4", a 

X 4", b 

X 3", a 

X 3", 3 

X 2", « 

X 2", llJ 



Observed Ultimate or 
Crushing Load in Pounds. 



Of Sample. 



98,256 
115^456 
13^5536 
125,360 

300*544 
225,136 
428,096 
418,368 
401,984 
434,432 
444,268 
549,804 

597.504 
497,024 
656,064 \ 

564,672 ^ 

Not broken by ) 
maximum load V 
of 800,000 lbs. ) 



Average. 



106,856 
128,448 
262,840 
423,232 
418,208 

497,036 
547,264 

610,368 
8oo,ooo-|- 



Computed 

Crushing 

Load in 

pounds, 

ni = 6,550 lbs. 



112,363 
141,852 
222,700 
426,200 
449,452 

493,765 
567,408 

686,600 
890,800 



Excess or 

Deficiency of 

Computed 

Load. 



-j- 10.4^ 
-15-3^ 
+ 0.7^ 
4-_7-4^ 

— o.^% 

-I- 3-6^ 
+ 12.5^ 



Examining the table, it is seen that material divergence 
between observed and computed loads occurs only in the case 
of the A^' X 4'^ X i'' prisms, the difference being 15.3 per cent. 
This may perhaps be accounted for by the difficulty of determin- 
ing with precision when a very thin prism has really given way, 
because with such specimens the moment of absolute yielding 
is by no means as distinctly marked as with thicker prisms. 



TESTS OF HAVERSTRAW FREESTONE. 35 

The falling off in observed average strength of the Z" X 8'^ 
X 6^' prisms, when compared with the preceding set of / 
inches in height, is probably due to some structural defect in 
the block from which these prisms were cut. 

On the first pages of this report it is stated that from pre- 
vious tests the average strength of a prism of blue Berea sand- 
stone, 2 inches square and i inch in height, crushed between 
steel, had been found to be 75,888 pounds. In the report of 
August 10, 1875, on the compressive strength, etc., of building- 
stone, Table IV. gives the strength of eight 2-inch cubes of 
that material. Excluding one specimen on account of exces- 
sive weakness, — -it being about 40 per cent less in strength than 
the average of the others, — the mean resistance of the seven 
remaining cubes is 51,671 pounds, or 12,918 pounds per square 
inch. 

For nearly homogeneous stone, as blue Berea stone as far 
as tested appears to be, the prismatic formula would have to 
be modified, inasmuch as the value of m becomes variable, i.e., 
m will be = <^ X V/^, in which a =: pressure in pounds needed 
to crush an inch cube and h = side or height of cube in inches. 
The load (7, of a cube having the same area of bed as the 
prism, would be 

6' = // X « V^ = « X h' 



'2.333 



and the formula in its modified form, 

W = aJe-''' -f 2a W7i X {h - h^f X ^ 

= aX \k'''''+ 2\/7i X {Ji - h:f X Sfp\. 

Referring to the 2" X 2" X i'^ prisms of Berea stone, we 

have 

/ I2,9i8\ 
a=^ 10,252 ( = 3 - I pounds; 

^ = 2 inches ; 
^1 = I inch ; 

therefore 

W-=z 10,252 X l2^-^" X 2^1^ X I'X 1^5 f = 69,937 pounds, 



36 TESTS OF HAVERSTRAW FREESTONE. 

or 7.8 per cent less than the average of the observed loads of 
seven prisms, but higher than two of the latter. The record of 
another set of four tests of blue Berea sandstone prisms, each 
2" X 2" X i", crushed under steel, likewise given in Table IV. 
of the former report, shows an average resistance of 69,550' 
pounds per sample — almost identical with the computed load. 

Prisms of Neat Portland Cement. — The greater portion 
of the cement cubes were broken directly between the steel 
and gun-iron plates of the machine, while the balance of the 
cubes, and all of the prisms, had their beds previously plas- 
tered. This, and the fact that there was more or less diverg- 
ence of ultimate resistance among samples of the same set of 
cubes and among the various sets of different sizes, renders it 
somewhat difficult to fix upon a suitable value of an average 
crushing resistance per square inch, to be introduced as co- 
efficient in in the prismatic formula. 

The average ultimate crushing strength of six i-inch cem- 
ent cubes was 5896 pounds per square inch. The average 
resistance of the six 2-inch cubes was 7094 pounds per square 
inch : nearly the proportion, as compared with the i-inch 
cube, required under the cubic formula. The resistance per 
square inch of the following sizes is not in conformity to that 
law, however. The 3-inch cubes broke under an average load 
of but a few pounds more than the i-inch cubes, and the 
averages of all the larger cubes, from 4 to 1 1 inches on a side^ 
varied from 4283 to 5374 pounds. To decide upon a general 
average compressive resistance per square inch, corresponding 
to m in the prismatic formula, the aggregate ultimate resist- 
ance of all of the cubes from i inch to 1 1 inches on a side (the 
1 2-inch cubes being excluded, as some of them were not 
broken under the first application of the maximum load), 
amounting to 15,065,604 pounds, was divided by 3036, the 
aggregate area ifi square inches of the bed-surfaces of these 
cubes, giving a quotient of 4962 pounds. As there was some 
uncertainty as to the accuracy of this value, the round number 
5000 pounds was adopted as representing approximately the 
average strength per square inch of Dyckerhoff cement, that is^ 
the new value of in in. the prismatic formula. A comparative 



TESl'S OF HA VERSTRA W FREESTONE, 



37 



table of ultimate resistances of cubes, giving the loads com- 
puted on the basis of 5000 pounds per square inch and the 
several observed loads and their averages, is found in the part 
of this report relating to cement ; it will be seen that there is 
a tolerably fair agreement among them, except with the small- 
est sizes of cubes. The samples when tested were from 22 to 
23 months old. 

Applying the prismatic formula to cement, Table E results, 
in which the usual correction is made, from General Table II. 

TABLE E. 

Compressive Strength of Prisms of Neat Dyckerhoff's 
Portland Cement. 



Size and Mark of Prism. 



4" X 
4" X 

4" X 

4" X 

4" X 
4" X 
4" X 

4" X 
4"x 
8" x 
8" X 
8" X 
8" X 
8" X 
8" X 
8" X 
8" X 
S" X 
8" X 
8" X 
8' X 
8" X 
S" X 
8" X 
12" X 
12" X 
12" X 
12" X 



12" 



X 3", a. 
X 3", b. 
X 3", c. 
X 2", a. 
X 2", b. 
X 2", c. 
X i", a. 
X i", ^. 
X i", c. 
X 6", a. 
X 6", 3 
X 6". c. 

X 5", «• 
X 5", b. 

X 5", <r. 

X 4", « 

X 4", b. 

X 4", c. 

X 3", rt 

X 3", ^. 
X 3". <r. 
X 2", a. 
X 2". 3, 
76 X 2" . 
X 8", ... 
X 6", . . . 

X 4" 

X 2'', . . . 



Observed Ultimate 

OR Crushing Load, 

IN Pounds, 



Of Samples. Average 



85,712 
96.080 
106,336 
101,760 
101.344 
102,656 
242,112 
268,912 
272,312 
341,056 
392,192 

374,784 
419,968 
374,016 
361,828 
389,888 
387,200 
365.690 
566.824 
413,888 
400,000 
642,688 
722,304 
317,500 




96,043 
101,920 
261,104 
369.344 
385,271 
380,928 

460,237 

682,496 
3^7)500 



Computed 
Crushing Load 

in Pounds. 
m =5,000 lbs. 



85,775 



108.284 



170,000 



343,100 



376,925 



433,136 



524,125 



340,000 

r 818,000 
J 974,556 
1,274.772 
1,044,750 



Excess or 

Deficiency of 

Computed 

Load. 



- 10.69^ 

-I- 6.2IJ{ 

- 34-89?f 

- 7-i$i 
+ 2.2^ 

+ 13-7^ 

4- 13.9^ 

- 0.36^ 

-f 7-2^ 



38 TESTS OF HA VERSTRA W FREESTONE. 

of Cement Tests, for fixing the total observed pressure on 
prisms with truly square beds. 

In the foregoing table the greatest divergence between ob- 
served and computed loads is again found in the thinnest set, 
or the 4'^ X A^' X i'^ prisms, most probably for the same reason 
as suggested in the case of freestone prisms of similar size. 
Numerous slight crackling sounds were heard while testing 
these thin slabs long before the moment when it was concluded 
that the ultimate load had been reached ; when removed, the 
piece was found to be well disintegrated. The large straining- 
plates of the machine being for such samples only one inch 
apart, a close observation of their behavior under stress is not 
practicable, and in assuming a certain load as the actual crush- 
ing strength large allowance must be made for personal equa- 
tion. In Mr. Grant's tests of the crushing resistance of cement 
bricks, it is reported that each specimen showed signs of giving 
way with considerably less pressure than that which finally 
destroyed it, the ratio of the weight which produced the first 
crack to that which finally crushed it being nearly 5 to 8. 
While testing the 4'^ X ^' X ^" cement prisms of the preceding 
table, crackling sounds began to be heard under a load of 
140,000 pounds in piece a^ of 40,000 pounds in piece b, and of 
100,000 pounds in piece c. The 8^^ X 8^' X 2" prisms (for 
which/ has the same value as for the smaller prisms just re- 
ferred to) exhibit a remarkable coincidence of observed and 
computed loads. The straining-plates being twice as far apart 
for the larger prisms, better facilities for observation existed. 

The table shows that the prismatic formula was also tried 
with a slab not square, but rectangular in cross-section ; it 
measured 8'^ X ^' -7^ on bed, with 2 inches height. The piece 
had originally been an 8^^ X 8'^ X 2" prism, but while being 
put into the press it was accidentally dropped, breaking into 
three fragments. The largest of these was then carefully 
trimmed into the form stated, in a shaping-machine at the 
arsenal. The area of its bed was now 38.08 square inches ; the 
side of a corresponding cube would therefore be 6.17 inches. 
With an average strength of, 5000 pounds per square inch, 
adopted for the cement cubes from 3 inches upwards, the total 



TESTS OF HA VERSTRA W FREESTONE. 39 

crushing strength of a 6.17-inch cube wduld average 190,400 
pounds. The value of / is 0.7461 I =^ — '■ — j ; and h— h^=^ 
4.I7(= 6.17 — 2) ; therefore 



W= 190,400 + 2 X 5000 X v. 74.6 1 X 4.17' = 340,000 pounds. 

This computed load is found to be only 7.2 per cent in ex- 
cess of the observed load. 

Mr. Reid, in his treatise on cement, says that a brick made 
of neat Portland cement, nine months old, measuring g" X 4i'^ 
X 2f , and therefore of an area of bed equal to 38.25 square 
inches, was crushed under a load of 7027 pounds per square 
inch. According to the empirical rule, the cube corresponding 
to such a prism would have a length of side of 6.18 inches; p 
= 0.5239 ; h — >^i = 3.43 ; and the value of coefficient m would 
in this case be 4871 pounds. 

The resistance of a prism increasing as its height diminishes, 
it may therefore be conceived that it is finally reduced to a 
film of infinite tenuity, in which condition it can undergo no 
further deformation even under an immeasurably great pres- 
sure. This hypothetical condition is fulfilled by the formula, 

because h, will then be = o, and ;) = — = 00 ; therefore 

W— C-\-2m X h'' X 00 = CO . 

To what extent the formula may stand the test of further 
experiments, especially with other forms of prisms than those 
described, remains to be seen. It would be desirable to make 
further investigations for that purpose. 

It is possible that with certain modifications the formula 
can be made to express the average resistance of prisms exceed- 
ing the height of a cube. Its applicability in that direction 
will most probably be limited, however, since the tendency to 
lateral flexure will have to be considered when the prism at- 
tains a certain height. One or another of existing formulas 
for calculating the strength of cast-iron pillars, suitably modified 
for stone, may perhaps be arranged to answer in such cases. 

Remarks on Prisms higher than a Cube. — There was 



40 



TESTS OF HA VERSTRA W FREESTONE. 



but one experiment made in that direction, with a small prism- 
of freestone, i inch square in cross-section and 2 inches high. 
It broke under a load of 4550 pounds — about JJ per cent of the 
average crushing load (5896 pounds) of a i-inch cube. The 
fracture revealed a little pyramid at one end which had appar- 
ently acted as a wedge, forcing out the bulk of the piece in 
the form of three longitudinal fragments, each nearly of the 
whole length of the prism. 

Tests of blue Berea sandstone, made in 1875, show the aver- 
age proportion of compressive strength between a 2-inch cube 
and a prism of twice the height of a cube to be as 100 to 89.5. 

Mr. Navier gives data from Rondelet to show diminution of 
strength when the height is greater than side of base. The 
cross-section of the prisms was square, measuring 5 centime- 
tres or 1.968 inches on a side, equal to 3.875 square inches of 
bed-surface. The prisms of each set were one, two, and three 
cubes in height, respectively. The results are shown in the 
following table, the crushing loads being expressed in pounds : 

TABLE F. 

Compressive Strength of French Building-stone. Cross-section of 
Prism, Square; Height, Variable; Area of Bed, 3875 Square 
-Inches. (From Rondelet.) 



Kind of Stone. 



a. Lias limestone, very hard. 



b. Hard Stone, Fond de Bagneux . 



c. Hard Rock, De Chatillon. 



d. Hard Rock, De Chatillon. 



e. Hard Rock, De Chatillon. 



Height of 
Prism. 



1 cube 

2 cubes 

3 cubes 

1 cube 

2 cubes 

3 cubes 

1 cube 

2 cubes 

3 cubes 
I cube 

' cubes 
3 cubes 

1 cube 

2 cubes 

3 cubes 



Specific 
Gravity. 


Crushing 

Load, 
in Pounds. 


2.388 


19,512 


2 


388 


11,930 


2 


38B 


10,538 


2 


255 


14,661 


2 


255 


9,315 


2 


255 


8,576 


2 


342 


11,328 


2 


342 


8,841 


2 


342 


8,495 


2 


199 


8,203 


2 


199 


6,563 


2 


199 


6,372 


2 


162 


7,798 


2 


162 


6,237 


2 


162 


6,067 



Percent- 
age of 
Strength. 
Cube=ioo 



100 . o 
61.0 
54-0 

100 . o- 
63-5 
58.5 

100. o 
78 . o- 
75-0 

100. o 
80.0 

77-7 

100 . o 

So.o 

77.8 



TESTS OF HAVERSTRAW FREESTONE. 4 1 

With the two lightest and softest sets of prisms the relative 
diminution of strength as the height of the piece increases is 
the same, and is less than in the other three sets. The hardest 
and at the same time'the heaviest stone ia) suffers the greatest 
reduction of strength by increasing the height of prism, and 
the next strongest {b) very nearly the same. Set c, of medium 
strength per cube, shows also a medium decline of resistance 
with increasing height, compared with the softer and harder 
varieties. 

Further experiments on an extensive scale are required to 
formulate even an approximate law on this subject, — a law 
which apparently must consider for different kinds of stone, 
their relative hardness or specific gravity^ or both. 

Remarks on Prisms Divided in Courses.^Some com- 
pound prisms formed of pieces that could not be broken singly 
were tested. 

The three 12-inch freestone cubes- which had, each, resisted 
the maximum load of 800,000 pounds were combined as a pier 
with dry joints, and were tested in that form. 

When this pile had been clamped in the press it was found 
that the plastered beds which had previously undergone pres- 
sure with the single pieces were slightly convex in their mid- 
dle parts, which prevented a perfectly close joint at the corners, 
although the gaps at these joints did not exceed the thickness 
of a sheet of paper. This convexity may possibly be ascribed 
to the elasticity of the material, which had recovered somewhat 
more of its original length through the central portion of the 
cube than at the corners. 

The first crack appeared when the load had reached 
700,000 pounds, and the pier yielded with a reverberating ex- 
plosion under an ultimate pressure of 748,000 pounds. It was 
well shattered, especially the cube next to the straining-press. 

Four piers formed of cement prisms 12 inches square on 
the bed-surfaces were tested, each pier composed of three 
prisms of the same size. 

The pile formed of prisms each only two inches high re- 
sisted the maximum load of 800,000 pounds. Each of the 
other piers, consisting of prisms 4, 6, and 8 inches high, re- 



42 TESTS OF HA VERSTRA W FREESTONE. 

spectively, failed under stresses below the maximum load of 
the testing-machine. 

One of the lo-inch freestone cubes which had proved re- 
fractory under the available maximum load, once applied, was 
subsequently combined into a pier with the three equally re- 
fractory cement prisms, each of which measured \2" X 12^' X 
2" . This compound, dry-jointed pier yielded under a stress of 
654,000 pounds. At 550,000 pounds the first cracking sound 
was heard ; at 580,000 pounds the prism representing the base 
of the pier began to flake off at the corners. The pier failed 
with a loud report, the sides flying ofl in small pieces ; the re- 
maining principal fragments formed two pyramids, that of the 
freestone being rather sharp-pointed, and reaching nearly to 
the opposite bed of the cube. 

But few records are met with in scientific works on the sub- 
ject of the strength of building-stone built up in courses. 

In Rondelet's '^ L'Art de batir," the strength of prisms of 
Chatillon rock (specific gravity 2.346), square in cross-section, 
of 3.875 square inches bed-area, and 3.937 inches height, is 
given when solid and when divided in courses, as follows : 

Prism, in form of a solid body, strength =: 11,385 pounds. 
Same prism, divided in four courses, " = 9,769 '' 

''eight '' '' — 8,153 

In Stoney's '' Theory of Strains" it is said that '' Vicat 
found, from experiments on plaster prisms, that the strength 
of a monolithic prism whose height is Ji being represented by 
unity, we have the strength of prisms : 

of 2 courses and of the height, h = 0.930; 
" 4 " " " 2h — 0.861 ; 

" 8 '' " " 4/2 = 0.834; 

even without the interposition of mortar. He concludes that 
the division of a column into courses, each of which is a mono- 
lith, with carefully dressed joints and properly bedded in mor- 
tar, does not sensibly diminish its resistance to crushing ; but 
he intimates that this does not hold good when the courses 
are divided by vertical joints." 



TESTS OF HA VERSTRA W FREESTONE. 43 

The curve which can be constructed from the data given by 
Vicat indicates that there would be Httle reduction of strength 
as the number and height of courses increase, which is prob- 
ably not the case. At all events, there will be a change in the 
form of the curve when the pie-r or column is high enough for 
a development of a tendency to bend transversely, since the 
ratio of the decrease of strength will then be modified. 

The experiments with combined prisms made at the 
Watertown Arsenal, and by some other investigators, show that 
stone blocks when arranged or built up in courses have less 
strength than individual pieces ; but while these results are of 
more or less interest, and will be of use in connection with 
future similar tests, it is not deemed proper to attempt at pres- 
ent to draw conclusions from a few isolated observations. 

It can hardly be said that the cause of loss of compressive 
strength by dividing a pier into layers or courses without verti- 
cal joints is fully understood. 

Dupuit is of the opinion that when several prisms bear 
upon one another, the pressure is unlikely to be transmitted 
uniformly over the whole surface, and that it may happen, 
therefore, that some parts will be strained beyond their re- 
sistance before a pressure is exerted, which, if uniformly dis- 
tributed, would have been safely sustained. 

This is undoubtedly frequently the case. The bed-faces 
adjoining each other are never mathematically true and 
smooth ; there are numerous little elevations and depressions 
distributed all over the surface, which are differently located 
in the several courses. In some joints the bulk of actual bear- 
ing-surface may be in the central portion, in others perhaps 
rather more toward the margins, and the stress will not pass 
normally through the mass from top to base. Some courses 
are ako likely to be of less strength than others ; when these 
begin to give way — especially with brittle material — the vibra- 
tion caused by the sudden destruction of cohesion between 
parts of one block will react on adjoining courses, intensifying 
the internal strain to which they are already subjected. By 
interposing a somewhat elastic cushion in th^ form of a suit- 
able mortar of sufficient strength, it is probable that the crush- 



44 TESTS OF HA VERSTRA W FREESTONE. 

ing strength of such a pier may be made to exceed that of a 
dry-jointed pier. The mortar would improve the defective 
bearing of adjoining beds, and its elasticity weaken the effect 
of possibly destructive shocks transmitted from one block to 
another. 

COMPRESSION, SET, ELASTICITY, AND RESILIENCE OF HAVER- 
STRAW FREESTONE. 

[Special Table I. and Strain-sheets I. and II.] 

Compression and Set. — Those freestone cubes that meas- 
ured from 8 inches to 12 inches on a side were tested not only 
as to their ultimate crushing strength, but also as to rate of 
compression and amount of set while being loaded. The re- 
sults are given numerically in Special Table I., and graphically 
in Strain-sheets I. and II. 

The compression as read off from the micrometer is laid 
off on the horizontal lines of the sheet. The length of each 
large division is equivalent to yio" ^^ ^^ \ViQ\\. ; each small divi- 
sion therefore represents joVu ^^ ^^ inch. The successive 
loads applied, as indicated by the scale, are laid off vertically. 
The height of a large division represents 100,000 pounds ; that 
of a small one, 10,000 pounds. 

In the diagrams, the increments of compression and set 
are therefore the abscissas, and the weights the ordinates. 

The observed points of the curve of compression are 
marked by small black circles. Where two such circular dots 
are seen near each other on the same horizontal line, it is un- 
derstood that the process of loading was here interrupted by 
relieving the cube from the accumulated pressure, which was 
then reduced to that initially applied to hold the piece firmly 
in the machine. The second dot being to the right of the 
first shows that some further compression occurred when tht 
load reached the same figure for the second time. 

A star at the upper end of a certain curve indicates that 
the piece yielded and burst while a micrometer observation 
was being made. 

When no star marks the upper end of a curve, it indicates 



TESTS OF HA VERSTRA W FREESTONE. 45 

that the micrometer was there appHed for the last time, but 
that loading was continued until the piece was fractured. 

The several small black circles near and parallel to the 
axis of abscissas show by their distance from the axis of ordi- 
nates the amount of set when the load was reduced to the 
initial pressure. The dotted or broken black lines running 
from these points up to circular dots of the full-lined curve 
represent the probable curve of compression under reloading 
until the pressure before attained is again reached. No obser- 
vations were taken to determine points of this curve except in 
the case of a concrete cube, as it would have consumed too 
much time. It was assumed that renewed compression after 
the first permanent set had been obtained would proceed more 
uniformly than at first, because the test-piece had then been 
more or less relieved from originally existing internal strain. 

The initial part of the strain-curve is seen to be always 
more or less convex toward the horizontal axis, and compres- 
sion at first proceeds rapidly. Some particles, or molecules of 
the material, either from comparative inherent weakness, or 
from not being normally located in reference to others, or from 
being already overstrained from natural, elementary causes, 
give way under comparatively small loads. In consequence 
of this partial yielding, the permanent set observed when the 
first' load of 100,000 pounds is gradually reduced to 5000 
pounds is always greater than succeeding increments of set 
produced by equal increments of load. 

The next portion of the curve is approximately straight, or 
rather is formed of a succession of nearly straight lines of ap- 
proximately the same angle of inchnation, connected by small 
offsets which mark additional compression sustained between 
a first and second application of the same load, with an inter- 
vening reduction to the initial pressure. 

This comparatively straight part of the figure is more or 
less inclined towards the axis of abscissas ; the greater the 
angle, or the closer the straight part approaches the axis of 
ordinates, the greater is the rigidity or stiffness of the speci- 
men. The approximate straightness of the line shows that 
equal increments of load produce nearly equal amounts of 



46 TESTS OF HA VERSTRA W FREESTONE. 

compression, which proves that the material possesses elastic- 
ity, although only in an imperfect degree, since nearly every 
release of pressure shows some additional set. The piece does 
not recover its primitive length when first released from its 
load, and this shortening, or set, increases as the process of 
loading and releasing is carried on. 

Owing to the brittleness, or rather deficiency in toughness, 
of freestone, it is difficult to tell precisely at what stage of the 
process the elastic limit is passed. It is here understood that 
elastic limit means that stress at which the compression ceases 
to be substantially proportional to the applied load, and in- 
creases at a greater ratio. It has sometimes been defined to 
be that point at which the first permanent set takes place, 
meaning the extension or compression, as the case may be, 
which remains after the stress that caused the lengthening or 
shortening of the piece has been removed. Stoney says: 
" The limit of elasticity may be defined to be the greatest 
strain that does not produce a permanent set." Hodgkinson 
and Clark have found permanent set from very small loads ; 
and this fact was corroborated by the experiments at Water- 
town. It is true that false permanent set occurs with some 
material, meaning a permanent set that seems to be caused by 
a load within the elastic limit, but which disappears upon 
leaving the specimen unloaded for a short time, when the 
piece returns to its original length ; this generally happens 
only with material more perfectly elastic than that under dis- 
cussion. A slight indication of false permanent set was ob- 
served, in the case of a 1 6-inch concrete cube of superior 
strength. In " Notes on Building Construction," published by 
Rivingtons, London, Oxford, and Cambridge, it is said : '' When 
such loads" — within the elastic limit — " are constantly repeated, 
though they may produce an mappreciable set as regards the 
original length of the bar, yet it is not an increasing set, does 
not lead to rupture, and may therefore practically be ignored. 
When, however, the load is greater than the limit of elasticity, 
an increasing set takes place upon each application, which 
eventually leads to rupture." 

These views are quite pertinent to the subject under con- 



TESTS OF HA VERSTRA W FREESTONE. 4/ 

sideration. With rigid and imperfectly elastic material like 
freestone, useful aid for determining the elastic limit is fur- 
nished by comparing the successive increments of set during 
the progress of operations. After passing the primary set, 
which is always relatively considerable, the gradually increased 
load alternating with releases produces small but nearly equal 
increments of set as long as the total compression proceeds at 
a tolerably uniform rate. This fact is rather conspicuous in 
the larger cubes, where, due to the prolonged resistance, a con- 
siderable number of sets could be observed. During a certain 
period of straining and releasing, the sets continue at a com- 
paratively regular rate ; then a set of greater magnitude en- 
sues, indicating that the limit of elasticity is passed. Profes- 
sor Weyrauch, in " Strength and Determination of Dimensions 
of Structures of Iron and Steel," says : " The experiments of 
Bauschinger upon tension, compression, flexure, and torsion in 
every case indicated very precisely the elastic limit ; for ex- 
ample, for tension, where for the same increment of load all 
at once a disproportionate extension occurred, the maximum 
of which was only obtained after some time. This sudden ex- 
pansion is to be attributed almost entirely to permanent 
change of form (set) ; the transitory or non-permanent changes 
remain proportional to the stress until very nearly the limit of 
rupture, and the coefficient of elasticity is found to be always 
almost entirely independent of the stress." 

The three largest sets of cubes were used to determine the 
modulus of elasticity of Haverstraw freestone, but in conse- 
quence of the difficulty of deciding upon the probable elastic 
limit, the results are simply approximate. The accompanying 
Table G gives the successive increments of compression and 
set of the several lo-inch, ii-inch, and 1 2-inch cubes, condensed 
from Special Table II. These data, in conjunction with the 
strain-diagrams, serve as the basis of an estimate of the modu- 
lus of elasticity. 



48 



TESTS OF II A VERSTRA W FREESTONE, 



TABLE G. 

Showing Gradual Compression and Set of Ten-inch, Eleven-inch, 
AND Twelve-inch Freestone Cubes. 





Compres- 
sion at 
100,000 lbs 


Additional Compression, from— 


Size and 

Mark 
OF Cube. 


100,000 

to 

200,000 

lbs. 


200.000 

to 

300.000 

lbs. 


300,000 

to 

400,000 

ibs. 


400,000 

10 
500,000 

lbs. 


500,000 

to 

600.000 

lbs. 


600,000 

to 

700,000 

lbs. 


700,000 

to 
800,000 

lbs. 


To-inch, a. . 
lo-inch, b.. 
lo-inch. c. . 
lo-inch, d. . 


.0220" 
.0145" 
.0132" 
•0157" 


.0170" 
.0085" 
.0088" 
.0093" 


.0120" 
.0075" 
.0080" 
.0075" 


.0090" 
.0075" 
.oogo" 
.0087" 


.0085'- 
.0105' 
.0085" 
.0108'- 


'.0083''' 






Mean . . . 


.0163" 


.0109" 


.0087" 


.0085" 


.0096" 








ii-inch, a. . 
11-inch, b.. 
ii-inch, c. 
ii-inch, d. . 


.0152" 

.0145" 
.0170" 
.0140" 


.0108" 
.0095" 
.0100" 
.0088" 


.0080" 
.0064" 
.0080" 
.0072" 


.0072" 
.0072" 
.0070" 
.0088" 


.0073" 
.0070" 
.0080" 
.0112" 


.0077" 
.0080" 
.0075" 
.0100" 






Mean — 


0152" 


.0098'' 


.0074" 


.0075'- 


.0084" 


.0083" 






i2-inch, a. . 
12-inch, b. . 
12-inch, c. . 
12-inch, d. . 


.0185' 
.0130" 
.0192" 
.0110" 


.0097" 
.0075" 
.0096'' 
.0075" 


.0073" 
.0060" 
.0067" 
.0063'' 


.0075" 
•0055" 
.006=;"' 
.0052" 


.0067" 
.0050" 
.0065" 
•0055" 


.0068" 
.0060" 
•007s" 
.0065" 


.0065" 
.0070" 
.0098" 
.0075" 


.0070" 
.0085" 

.0070" 


Mean ... 


.0154" 


.0086" 


.0066" 


.0062''' 


■ 0059'' 


.0067" 


.0077" 


.0075" 





Set at 

100,000 

ibs. 


Additional Set, from — 


Total 
Crushing 
Strength. 
Pounds. 


Size and 

Mark 
OF Cube. 


100,000 

to 
200,000 

lbs. 


200,000 

to 

300,000 

lbs. 


300,000 

to 
400,000 

lbs. 


400,000 

to 
500,000 

lbs. 


500,000 

to 
600,000 

lbs. 


600,000 

to 
700,000 

lbs. 


700,000 

to 
800,000 

lbs. 


10-inch, a . . 


.0130' 
.0062' 
.0049'' 
.0052" 


.oioo'' 

.0018" 

.0022" 

.0026" 


.0045" 
.0020 
.0019" 
.0021" 


.0025" 
.0017" 
.0025" 
.0033" 










520,000 
650,500 
800,000 -\- 
644,000 


jo-inch, b. . 


.0025" 
.0022" 
.0048" 








10-inch, c. 
10-inch, d. . 

















Mean 


.0073" 


.0041" 


.0026" 


.0025" 


.0032" 




















11-inch, a. . 


.0075" 
.0060" 
.0080" 
.0052" 


.0045" 

.0022'' 

.0038" 

.0026'' 


.0032" 
.0023'' 
.0022'' 
.0021''' 


.0027" 
.0015" 
.0020'' 
.0033" 


.0018" 
.0020" 
.0018" 
.0048" 


.0027" 
.0015" 
.0032" 
.0040" 






791,000 
785,000 
779.200 
769.000 


ii-inch, b. . 






ii-inch, c. 
11-inch, d. . 













Mean .... 


.0067" 


.0033" 


.0024'' 


.0024" 


.0026" 


.0029" 
















12-inch, a. . 
12-inch, b. . 
12-inch, c. 
12-inch, d. . 


.0085" 
.0050" 
.oogo" 
.0035" 


.0030'' 
.0020''' 
.0030'' 
.0017'' 


.0020" 
.0012" 
.0022" 
.0013" 


.0015" 
.0016" 
.0018" 
.0013" 


.0020" 
.0012" 
.0020" 
.0007" 


.0018" 
.0018''' 
.0020" 
.0013" 


.0014" 
.0022" 
.0025" 
.0017" 


.0023" 
.0030'' 

.0025" 


800.000 -|- 
800,000 -|- 
764,000 
800,000 -|- 


Mean ... 


.0065" 


.0024" 


.0017" 


.0015^' 


.0015" 


.0017" 


.0019" 


.0026" 









TESTS OF HA VERSTRA W FREESTONE. 49 

The weakest of the lo-inch cubes {a) shows from the begin- 
ning much greater compression and set than any of the other 
pieces. Considerable internal strain, causing rapid change of 
form, is revealed by the amount of permanent set as loading 
progresses: the set is about three times greater than for the 
other samples ; the total compression also is much more con- 
siderable. The strongest cube ic), which did not fail under the 
maximum load of 800,000 pounds, exhibited quite a uniform 
rate of compression from 100,000 to 500,000 pounds, when the 
micrometer was taken away : it probably maintained a similar 
rate to a much greater pressure ; it evidently possessed in a. 
remarkable degree the quality of being " homogeneous as to 
strain," as termed by Professor Thurston. 

The other two cubes, b and d, which were of medium strength, 
kept rather close together as regards rate of shrinkage under 
pressure, up to about 400,000 pounds ; within that range they 
suffered about equal amounts of compression and set. 

Cubes a and c represent, therefore, the minimum and maxi- 
mum strength of the lo-inch freestone cubes ; b and d, which 
are of medium strength, are well suited to decide, approximate- 
ly, where the elastic limit may be located. Their successive 
increments of compression from 200,000 to 400,000 pounds do 
not vary sensibly from a uniform rate ; but each shrinks more 
rapidly between the latter load and 500,000 pounds. The same 
relation is observed with the permanent sets. Examining also 
the average amounts of compression and set of the four cubes, 
an evident increase of both is found from 400,000 to 500,000 
pounds ; and we conclude that the limit of elasticity is probably 
at 400,000 pounds, or at a pressure of 4000 pounds per square 
inch, with an aggregate compression of 0^^0494. 

The four i i-inch cubes do not differ much from each other 
in ultimate strength, which varies from 760,000 pounds (cube d^ 
to 791,000 pounds (cube a). They keep fairly abreast of each 
other in the progress of compression and set ; at 600,000 pounds 
the weakest cube had shrunk 0.06 inch, or 12 per cent more 
than cube b^ which had suffered the least amount of compres- 
sion under that load. An inspection of the averages shows 
compression to progress about equally from 200,000 to 400,000 
4. 



so 7'ESTS OF HA VERSTRA W FREESTONE. 

pounds ; thence up to 600,000 pounds it also progresses regu- 
larly, but at a somewhat increased rate. The micrometer ob- 
servations were not carried beyond the last-named load. 

Elasticity. — The elastic limit of these cubes cannot be 
stated with any great degree of confidence. 

For the four 12-inch cubes, also, the average gradual com- 
pressions furnish no distinct indication of the elastic limit, but 
there is an increase of set from 600,000 to 700,000 pounds, and 
still more so from 700,000 to 800,000 pounds. The limit may 
therefore be placed at 600,000 pounds, or at a load of 4166 
pounds per square inch. The average total compression corre- 
sponding to that load is 0.0494 inch. 

For computing the compressive modulus of elasticity of 
freestone, the data furnished by the lo-inch and 12-inch cubes 
are used. 

The loads, within the elastic limit per square inch of bed, 
were 4000 pounds for a lo-inch cube, and 4166 pounds for a 
1 2-inch cube, with aggregate amounts of compression of 0.0444 
inch and 0.0494 inch, respectively. 

Let L = original length of cube in inches ; 

/ = compression within the elastic limit, by a force, 
y, in pounds per square inch of bed of cube; 
and E = modulus of elasticity of compression : 

then I : L :: f : Ey 

Z7 ^ ^ 

E = jXf. 

We therefore have : 

Modulus of elasticity for lo-inch cubes, 900,900 pounds. 

Modulus of elasticity for 12-inch cubes, 1,012,000 " 

Average modulus of elasticity of compression, 956,450 " 

With a modulus of 956,450 pounds the elastic limit of 11- 
inch cubes would be near 500,000 pounds. 

As a general result of these investigations, it may be stated 
that the elastic limit of freestone cubes averages about 65 per 
cent of their ultimate resistance. According to Weyrauch, K. 
StyfTe found that Avith the most different varieties of iron and 



TESTS OF HA VERSTRA W FREESTONE. 5 I 

steel the ratio of elastic limit to ultimate strength lies ordinar- 

iiv between — and —7;, and even under the most unfavorable 

^ 1.4 1.8 

circumstances rarely falls below — . 

Little information on the modulus of elasticity of stones is 
found in works on the strength of materials. In Stoney's 
'' Theory of Strains " the modulus of white marble is given at 
2,520,000 pounds (by Tredgold) ; of Holyhead quartz-rock on 
bed, 4,598,000; on edge, 545,000 (by Mallet) ; and that of Port- 
land stone, a freestone of the oolitic variety of limestone, at 
1,533,000 (by Tredgold). 

After passing the elastic limit, equal additions of load pro- 
duce constantly increasing amounts of compression and set, and 
with certain materials the curve becomes more or less concave 
towards the axis of abscissas. This terminal part of the diagram 
is well defined in mortars, concretes, and brickwork, where it 
gradually becomes approximately parallel to the base-line as 
the point of fracture is approached. With neat cement it is 
not so well developed ; and with freestone it is almost imper- 
ceptible, except in a few instances. 

The increasing rate of compression, after passing the elastic 
limit, is perhaps due to a loss of cohesion among the particles 
of the outer shell of the cube, especially of that part about mid- 
way between the two bed-faces, which yields by bulging or 
buckling on the line of least resistance ; the available area of 
resistance in the cross-section, under continued and accumulat- 
ing pressure, becomes, therefore, more and more reduced until 
fracture ensues. 

The upper portions of the compression-diagrams of freestone 
cubes are generally rather straight, or are formed of an irregular 
broken line not greatly differing from a straight line, w^ith the 
final part in several instances exhibiting a steeper ascent than 
the preceding portion. Jn some few cases a tendency to the 
formation of a final curve, concave toward the axis of abscissas, 
is traceable, as may be seen in the diagrams of 8-inch cubes c 
and dy and 9-inch cube d. The first-named piece broke under 



52 TESTS OF HAVERSTRAW FREESTONE. 

a load of 388,000 pounds, and the micrometer observations were 
carried up to that point. From 280,000 pounds to 360,000 
pounds the diagram is almost a straight line ; it then declines 
at 370,000 pounds, whence it slightly rises to 380,000 pounds, 
to incline again towards the axis of abscissas as fracture is ap- 
proached. A similar formation of the terminal part of the 
diagram is noticed in 8-inch cube d\ the final bending of the 
curve toward the base-line would probably have been still more 
marked if observations, which ceased at 387,000 pounds, had 
been continued to 395^700 pounds, the ultimate load. In the 
case of 9-inch cube d, micrometer observations were continued 
to the moment of fracture, which occurred under a pressure of 
445,000 pounds. Here the terminal part of the diagram is con- 
vex toward the axis of abscissas from 400,000 to 420,000 pounds ; 
the curve is then reversed, and becomes concave up to the 
breaking-point. 

Three of the 12-inch cubes {a, b, and d) resisted the maxi- 
mum pressure of 800,000 pounds, once applied. Their diagrams 
are practically straight lines up to that point, while cube ^, 
which yielded under a load of 764,000 pounds, began to develop 
a slightly concave curve at 600,000 pounds, increasing its in- 
clination toward the axis of abscissas from 700,000 to 740,000 
pounds, when the last observation was taken. 

The shortness of the concave bends where they exist, and 
their nearly complete absence in most other samples of free- 
stone, indicates the rigidity and brittle character of that mate- 
rial, and the advisability, in building, of imposing upon it but 
moderate loads. During the process of loading there are 
scarcely any audible or visible indications of the effects of pres- 
sure, except what may be inferred from the readings of the 
micrometer. In every instance the piece failed suddenly ; there- 
fore the micrometer was removed as a matter of precaution at 
a comparatively early stage, except in a few cases, in which the 
fracture took place sooner than was anticipated. 

According to the rules given by Professor Thurston (Report 
of the United States Board on testing iron, steel, and other 
metals), " a perfectly straight line beneath the elastic limit, 
perfectly parallel with the elastic line, shows the material to be 



TESTS OF HAVEKSTRAVV FREESTONE. 53 

homogeneous as to strain, i.e., to be free from internal strains 
such as are produced (in metals) by irregular or rapid cooling, 
or by working too cold. Any variation from this line indicates 
the existence and measures the amount of strain. A line con- 
siderably curved exhibits the existence of such strain." 

With woods which Professor Thurston tested in regard to 
their resistance to torsion, the autographic line of the diagram, 
up to the elastic limit, is almost perfectly straight. With free- 
stone, and to a less degree with mortars and concretes, the por- 
tion of the diagram referred to, and more especially its initial 
part, shows by its convexity and by other irregularities the 
defects of the material as regards homogeneity as to strain. 

It is further stated as a rule, that " a line rising from the 
elastic limit regularly and smoothly, approximately parabolic 
in form, and concave toward the base-line, indicates homo- 
geneity in structure, and the absence of such imperfections as 
are produced in wrought-iron by cinder, or in cast metals which 
have been worked from ingots, by porosity of the ingots. A 
line turning the corner sharply when passing the elastic limit, 
and then running nearly or quite horizontal, as in irons usually, 
and in low steel, or actually becoming convex toward the base- 
line, as with some of the woods, and then after a time resuming 
upward movement by taking its proper parabolic path, indicates 
a decided want of this kind of homogeneity." 

The few instances in which the freestone diagrams beyond 
the apparent elastic limit show a terminal curve which is more 
or less concave toward the axis of abscissas sufficiently prove 
that the material is deficient in homogeneity of structure. The 
terminal curve of 9-inch cube d is at first convex, and then 
bends over toward the axis of abscissas. Such irregularities, in 
a less marked degree, are seen in 8-inch cube c. Indeed, vary- 
ing capacity of resistance beyond the limit of elasticity, alter- 
nately diminishing and increasing, are indicated by the irregular 
form of the upper part of the diagram of nearly every freestone 
cube. 

Resilience. — The strain-diagrams of freestone and other 
material also serve to estimate their resilience, or the capacity 
to resist suddenly applied loads or blows. 



54 TESTS OF HA VERSTRA W FREESTONE. 

The resilience is measured by the continued product of a 
selected maximum resistance — either the crushing load, or the 
pressure at the elastic limit, or at some other point — by the 
corresponding amount of compression, and this by some co- 
efficient which varies from -J to f , according to the degree of 
toughness or ductility of the material. With strain-diagrams, 
resilience is represented by the area included between the curve, 
the ordinate of maximum pressure, and the axis of abscissas 
from the origin of the curve to the foot of the ordinate. 

When a specimen is tested by gradually but continuously 
increasing the load until fracture takes place, the strain-diagram 
will be a continuous line from beginning to end. To compute 
the total resilience, the length of the axis of abscissas from the 
foot of the curve to the foot of the ordinate of ultimate pres- 
sure, the number of pounds of the latter and the value of the 
fractional coefficient are required. 

Owing to the convexity of the initial or lowest part of the 
freestone diagram, some slight modification in the method of 
computation was thought justifiable. The extent of the area 
representing the resilience was considered to depend upon and 
to be restricted by the permanent set produced after applying 
a load about sufficient to relieve the material of that internal 
strain which is manifested by the aforesaid convexity, and by 
incidental irregularities seen in the lower portion of the diagram. 
That load may be regarded as of a preliminary character, caus- 
ing the material to adjust itself for sustaining additional stress 
by rendering it more homogeneous as to strain, as far as its 
peculiar structure may permit. This preliminary pressure may 
be regarded as about equivalent in its effect to the practice of 
preparing railway girders for actual use by stretching under a 
heavy load, as mentioned by Stoney ; to the relieving of metals 
from internal strain by annealing, heating, etc. ; or in the case 
of very ductile metals, according to Professor Thurston, by 
" straining them while cold to the elastic limit and thus drag- 
ging all their particles into extreme tension, from which, when 
released from strain, they may all spring back into their natural 
and unstrained position of equilibrium." 

The preparatory load required for freestone is much bdow 



TESTS OF HAVERSTKAW FREESTONE. 55 

the elastic limit. It is simply the stress, after the application 
of which the initial convex curve begins to merge into a com- 
paratively straight line. In conformity with the preceding re- 
marks, we may assume that by the gradual application of pres- 
sure those particles or groups of particles, under more or less 
excessive tension or internal strain of some kind, are in a great 
measure relieved from the same ; and on removing the stress 
and returning to the clamping load, i.e., the pressure necessary 
to hold the piece securely suspended in the testing-machine, 
those particles may be considered to be in a much more un- 
strained and natural relation with respect to each other. In 
resuming the operation of loading we deal in fact with a some- 
what modified specimen, the original length of which has been 
slightly diminished by the amount of permanent set caused by 
the preliminary stress. 

To compute the resilience of a specimen, we have to exam- 
ine the strain-diagram and determine the point where it begins 
to assume the form of a straight line, or nearly so. For free- 
stone cubes, 8 inches on a side and upwards, an initial load of 
100,000 pounds was taken as the average pressure necessary to 
bring the unbalanced particles of the stone into proper adjust- 
ment. The area representing the resilience is therefore con- 
sidered to begin at a point on the axis of abscissas distant by 
the length of permanent set produced by 100,000 pounds from 
the foot of the curve. This method may be illustrated by re- 
ferring more especially to 8-inch cube <:, one of the two freestone 
cubes the progress of compression in which was observed to the 
final moment of fracture. 

For this cube. Strain-sheet I. and Special Table I. show that 
upon the second application of the load of 100,000 pounds, at 
which moment the total reduction of its original length amounted 
to 0.017 inch, with a permanent set equal to 0.0065 inch, the 
convex curve begins to change to an approximately straight 
line. The area of resilience is therefore measured from the 
point on the axis of abscissas at a distance of 0.0065 inch from 
the foot of the convex curve. The first part of this area is a 
right-angled triangle, the altitude of which is the ordinate rep- 
resenting 100,000 pounds, and its base that portion of the 



$6 TESTS OF HAVERSTRAW FREESTONE. 

axis of abscissas extending from the foot of said ordinate to 
the point of first permanent set, equal in this case to o''.oio^ 
= {p" .oi"] — o'^oo65). The remainder of the area consists of 
trapezoids, the widths of which are the successive amounts of 
compression, and the heights the means of each successive pair 
of ordinates. The compression being given in parts of an inch, 
and the pressure in pounds, the resihence is expressed in inch- 
pounds. 

An examination of the freestone diagrams shows that they 
generally become somewhat steeper as the cubes tested in- 
crease in size. Under equal loads, an 8-inch cube suffers 
more compression than a lo-inch or 1 2-inch cube, as may be 
expected from the fact that under such circumstances each 
unit of the smaller cube is subject to a greater strain than a 
unit of the larger one. In other words, under equal loads the 
larger cubes undergo less change of form and exhibit more 
stiffness. The following table (H) affords a comparison of 
the amount of resilience, under gradually increasing loads, of 
freestone cubes from 8 to 12 inches on a side, and of a pier 
composed of three 12-inch cubes with dry joints. 

Some discrepancies will be noticed in the following table 
which are evidently due to variations in structure and strength 
of individual specimens, but on the whole the principle that 
the stiffness of the cubes increases with their size is sufficiently 
borne out. 



TESTS OF HAVER STRAW FREESTONE. 



57 



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-% t^ 00 



58 TESl^S OF HA VERSTRA W FREESTONE. 

Another Table (I) is submitted, which embodies the aver- 
age results obtained with freestone, under gradually increased 
loads, with regard to its resilience per cube, per square inch of 
bed-surface, and per cubic inch of entire mass. 

This table shows rather more strikingly the increased stiff- 
ness of cubes as they increase in size. , It also shows to what 
extent cubes are deficient in elasticity, and under which loads 
their behavior approaches to some extent the condition of 
perfect elasticity. A body, perfectly elastic, with a certain 
area of resilience under a given load, should develop four times 
that area when the load is doubled, since the compression 
would have progressed uniformly, and the areas are therefore 
proportional to the squares of the loads. We find, for in- 
stan(;;e, in the columns of resilience per square inch, that for 
an 8-inch cube under 100,000 pounds pressure the average 
resilience is 8.59 inch-pounds. If the stone were perfectly 
elastic, its resilience at 200,000 pounds should be 34.36 (8.59 X 
4) inch-pounds; at 300,000 pounds it should be 77.31 (8.59 X 
9) inch-pounds; and at 350,000 pounds, 105.37 (8-59 X 12.25) 
inch^pounds. The table gives, at the loads named, 33.56, 
79.24, and 109.80 inch-pounds, respectively. 

Adopting the resilience of freestone cubes at a pressure of 
ioo,(t)00 pounds as a basis for comparison, Table H shows that 
the resilience actually developed at the progressive stages of 
loading is generally below^ that due to a perfectly elastic con- 
dition, especially towards the closing part of the operation in 
each case, and with the larger cubes; another proof of the 
want of homogeneity of structure in this material. 

In a number of cases it was not practicable to define the 
elastic limit, and consequently the resilience at that point. 
The, total resilience at the crushing moment could, as already 
stated, be determined only for two of the freestone cubes. In 
sevetal instances, the measurements for resilience were only 
carried up to a pressure considerably below the ultimate load. 

Information of some importance in this matter is embodied in 
Table J. In introducing this table it must be remarked that the 
elastic limits given therein are merely approximations, and the 



TESTS OF- HA VERSTRA W FREESTONE. 



59 



W 

< 



w 
u 

< 

I 

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w 
CQ 



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w 




u 




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in ON (N ON M 



NO 


ro 
oo 


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ro 
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in 
in 


in 

ro 





00 


in 
in 


oo 


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00 
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in 
00 


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ro 


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in 


NO 


00 







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ON 

w 


N 



ro 04 O >H ON 



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<N NO On O 



ro in NO OO 



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6o 



TESTS OF HA VEKSTRA W FREESTONE. 



figures in the column of total or absolute resilience are, except 
in two cases previously mentioned, derived from calculatipns 
deduced from the area of resilience found at the presslire 
when the last micrometer observation was made, by assuming 
that this area in the case of a rigid body like freestone ; in- 
creases approximately with the square of the load. j 

TABLE J. : 

Resilience of Cubes of Haverstraw Freestone at Elastic Limit, lJast 
Micrometer Observation, and at Crushing Load. 



Size and 

Mark 
OF Cube. 


Within 


Elastic Limit. 


At Last 
Observation. 


At Crushing Load; 

1 


Load, 
Pounds. 


Inch-pounds. 


Load, 

Pounds, 


Inch- 
Pounds. 


Load, 
pounds. 


Inch-pounds. 


In- 
dividual. 


Mean. 


In- 
dividual. 


Mean. 


Z" - a.... 


240,000 


3.146 




330,000 


7,''75 


397,000 


10,309 


1 


Z" - b.... 
Z" - c... 


280,000 
260,000 


4,325 
3.505 


h,38i 


370,000 
388,000 


8,631 
9,516 


438.400 
388.000 


12,096 
9,516 


1 

\ 10,518 


8" -d.... 


220,000 


2,548 


J 


387,000 


9,698 


395-700 


10,150 


J . 

1 


9"- b.... 


400,000 


7,920 


1 
1 


536,000 


13,103 


568,000 


14,835 


1 i 


9"- c... 


> 


? 


1- ? 


550,000 


12,691 


643.000 


17,344 


\ 141,872 


g"-d.... 


? 


? 


J 


445,000 


12,438 


445.000 


12,438 


J : 


lo" - b.... 


440,000 


7,810 


1 


640,000 


19,335 


650,500 


20,396 


1 i 


lo" - c... 


? 


? 


[-7,395 


500,000 


10,570 


Soo.ooo-j- 


? 


[. 19,801 


lo" - d.... 


400,000 


6,980 


J 


550,000 


11,570 


644,000 


19 206 


J 1 


ii" - a.... 


500,000 


10,055 




600,000 


14,685 


791,000 


25,538 


1 


ii" - b... 
Jl" — c... 


500,000 
600,000 


9,390 
14,300 


f 10,121 


600,000 
600,000 


14,665 
14,300 


785,000 
779,200 


25,094 
24,111 


■ 2^,053 


ii" -d.... 


400,000 


6,740 




600,000 


17,950 


769,000 


29,468 


; 


12" - a 


? 


> 




800,000 


22,025 


800,000 -l- 


> 


1 


12" - b.... 


> 


> 


\ ? 


800,000 


21.275 


8oo,ooo4- 


? 


' > 


12" - c... 


600,000 


13,435 


740,000 


24,089 


764,000 


25,671 


' 


Ji" —d.... 


? 


? 




800,000 


22,025 


8oo,ooo-(- 


? 


. 


3-12" cubes 


> 


? 




700,000 


40,030 


748,000 


45,705 


i 



Sufificient power was lacking to crush three of the 12-inch 
cubes and one of the lo-inch cubes. 

9-inch cube a and lo-inch cube a, the diagrams of which 
are very irregular, are omitted from the table. 

Table J indicates that the capacity to resist blows safely,, 
augments with the size of cubes. The mean resilience of fdur 
8-inch cubes within the elastic limit — sometimes termed the 
proof-resilience — was found to be 3381 inch-pounds. The 
elastic resilience of 9-inch cubes was ascertained for only one 



TESTS OF HA VERSTRA W FREESTONE. 



6i 



specimen, for which it amounted to 7920 inch-pounds. This 
was, however, a rather strong sample of its kind. 

The mean elastic resilience of two lo-inch cubes is 7395 
inch-pounds. The mean proof-resilience of the four ii-inch 
cubes is 10,121 inch-pounds. 

In Table K, expressing the absolute resilience in inch- 
pounds of freestone cubes of various sizes, the first line gives the 
number of inch-pounds, taken from Table J, the second the num- 
ber that would result if the resilience were in proportion to the 
area of bed-surface ; and the third the number that would result 
if the resilience were proportional to the mass, taking for the 
second and third cases the average absolute resilience of an. 
8-inch cube as a basis for comparison. 

TABLE K. 
Comparative Table of Absolute Resilience of Freestone Cubes. 



11" Cube, 



1. Resilience, as given in Table J 

2. Resilience, if proportional to area of bed-surface 

3. Resilience, if proportional to mass of cube 



8" Cube. 


9" Cube. 


10" Cube. 


10.518 
10,518 
10,518 


14,872 
13,312 
14,976 


23,146 
16,434 
20,543 



26,053 
19,886 
27,342 



It will be seen from this table that the inch-pounds in the 
first and third lines agree so nearly as to suggest that the abso- 
lute resilience of cubes of freestone and of kindred material may 
be approximately proportional to the mass of the cubes. 

The pier composed of three 12-inch freestone cubes, a, b, and 
d, further illustrates this matter. This pier was crushed under 
a load of 748,000 pounds ; the last micrometer observation was 
taken at 700,000 pounds, at which pressure the resilience was 
40,030 pounds. Each of the three cubes had previously been 
subjected to the maximum stress of 800,000 pounds without 
fracture. 

The effect of this preliminary compression is well illustrated 
by the diagram of the pier on Strain-sheet VIII. Its initial or 
lower part is but slightly concave, showing that whatever in- 
ternal strain had existed in the cubes had been »^early removed 
by previous loading ; it then rises regularly with a gentle 
curve to near the point of fracture. The resilience developed 



62 TESTS OF HA VERSTRA W FREESTONE. 

by these cubes, singly as well as combined, at various stages of 
pressure from 100,000 pounds upwards, is found in Table H. It 
is seen that up to 200,000 pounds the area of resilience of the 
pier more or less exceeds the combined area of individual cubes 
a, <^, and </; beyond this point the aggregate resilience of the 
three single cubes gradually grows larger than that of their com- 
bination. Under a stress of 700,000 pounds, this aggregate resili- 
ence amounts to 50,475 (17,675-!- 15,650+ 17,150) inch-pounds, 
against 40,030 inch-pounds of the pier. The resilience of the 
pier of three cubes is therefore about 2\ times as great as that 
of a single cube of the same kind. It seems reasonable to sup- 
pose that if no preliminary load had been applied to the cubes, 
and they had been well joined with a cementing substance, — in 
other words, if the pier had been a true monolith, — it would have 
shown a resilience equal to the aggregate resilience of three in- 
dividual cubes, although its ultimate resistance to a dead crush- 
ing load would fall short of that of a single cube. 10,445 inch- 
pounds (50,475 — 40,030) expresses most probably the absolute 
loss of working strength of the cubes resulting from their hav- 
ing been already strained beyond their elastic limit, and from 
the absence of a binding or cementing substance in the joints. 

These few observations would seem to indicate that when 
the area of impact is equal to the area of bed-surface., the resili- 
ence of hard and rigid material like stone., when i?t the shape of 
prisms of the same form and area of cross-section but of varying 
heights., becomes greater as the height of the prisms increases, 
probably zvithin limits depeiiding on liability to flexure. On the 
other hand, the capacity to resist dead loads decreases with in- 
creasing height of the specimen, but increases when the height or 
thickness is reduced, this increase being especially rapid when 
the height of the prism is less than one half that t)f a cube of the 
same cross-section. 

The results would be entirely different if but a portion ojf 
the bed of the specimen were struck. A valuable series of ex- 
periments might be made to determine the comparative live 
and dead loads needed to fracture exactly similar specimens of 
stone, and also to show the effect produced by exposing only a 
part of the bed to the blow. 



CHAPTER V. 

TESTS OF CEMENTS. 

The phenomena attending the fracture of specimens of neat 
cement, and of mortars and concretes made with hydrauHc 
cement, were in all essential features similar to those exhibited 
by Haverstraw freestone. 

NEAT CEMENT. 

The series of cubes and prisms of neat cement were formed 
of Dyckerhoff Portland cement. The specific gravity at the 
time of testing varied from 2.024 to 2.1 15, and averaged 2.068, 
assuming the weight of a cubic foot of water to be 62.5 pounds.* 
The weight of each piece is given in General Table II., but 
only the prisms and the cubes from 7 inches on a side upwards 
were actually weighed, the weight of the smaller cubes being 
computed. The age of the specimens when tested varied from 
I yeaf 10 months and 3 days, to i year 1 1 months and i day ; 
average, i year 10 months and 16 days. 

The table gives the nominal and actual size of each piece, 
the method of testing (beds plastered or bare), age when 
crushed, compressive strength of specimen in pounds per square 
inch of bed-surface and per cubic inch of mass, with remarks 
relating to the behavior of the piece while being compressed. 
The actual dimensions of a cube or prism generally varied by 
small fractions of an inch from the nominal size. The compu- 
tations of crushing load per square inch of bed-surface and per 

* As the memorandum-book of the late Mr. Cocroft, who had charge of 
the manufacture of the specimens, could not be found, it is not known what the 
raw cement which was used for the cubes weighed. Subsequently, a cask of 
Dyckerhoff cement was weighed at Fort Tompkins. The gross weight was 394 75 
pounds; the cement weighed 371 pounds, with a volume of 3.42 cubic feet. The 
weight of a struck bushel would therefore be 135 pounds. 



64 TESTS OF CEMENTS. 

cubic inch of mass are based upon the actual dimensions of 
each piece. 

Inspection of the fragments showed the mass to contain 
numerous globular cavities like blow-holes or air-bubbles, from 
the size of a small pin-head to those having a diameter of -J, or 
even -f^ of an inch. As these cubes and prisms were made 
with great care, the formation of such cavities was probably 
unavoidable. 

The faces of the larger cement cubes, previous to being 
tested, exhibited an infinite number of minute hair-cracks, visi- 
ble only on moistening the piece. During the latter stages of 
the tests, signs of approaching destruction were given by the 
appearance of many irregular cracks upon the surface of the 
exposed sides, followed by a scaling or blistering off of thin 
sheets or slabs, occasionally of quite considerable area. These 
phenomena are not only indicative of the outward pressure on 
the line of least resistance, but also of the probability that the 
outer skin of the artificial stone had during the process of set- 
ting acquired a higher degree of density, hardness, and rigidity 
than the interior mass. The harder outer crust did not com- 
press as readily and rapidly as the core, and therefore cracked,, 
and under the strain which it suffered from the bulging m.ass 
of the interior was detached and forced away from the body 
of the piece. The hair-cracks upon the surface more or less 
facilitated the separation of scales. 

Cubes of Neat Cement. — The cubes varied by increments 
of an inch from one inch to twelve inches on a side. There 
were six samples of each size. The six i-inch cubes, one 2-inch 
and one 3-inch cube, five of the ii-inch cubes and the six 12- 
inch cubes, were tested with their bed-faces plastered. The 
other cubes were crushed without plaster finish, because the 
2-inch cubes were the first tested, the i-inch cubes as well as 
one 2-inch and one 3-inch cube having been temporarily set 
aside on account of slight irregularities of form. When the 
set of I I-inch cubes was reached, the discrepancies between the 
amounts of pressure required to crush the individual samples 
of the preceding sets gave rise to the suspicion that the bed- 
faces of the specimens might not have a sufficiently uniform. 



TESTS OF CEMENTS. 



65 



bearing against the pressing head-plates of the testing-machine. 
To remedy this supposed evil the beds of the remaining cubes, 
atld of all the cement prisms, were plastered. 

The average crushing load per square inch of bed-surface 
was 5000 pounds. 

From General Table II., which contains the essential details 
noted while testing Dyckerhoff cement, Table L is con- 
densed. It gives the observed crushing loads per square incb 



TABLE L. 
Compressive Strength of Cubes of Dyckerhoff Cement. 

The cubes marked * had their beds plastered. 



Side of Cube. 



inch. 



2 inches. 



3 inches. 
3 " . 
3 " . 
3 " . 
3 " • 

3 " - 

4 inches. 

4 " . 

4 " . 

4 ■" ■ 

4 " . 

4 " • 

5 inches. 
5 " . 
5 " . 
5 " . 
5 " . 
5 " . 



Mark. 



e 

f 
a 
b 
c 
d 
e 

f 
a 

b 
c 
d 
e 

f 
a 
b 
c 
d 
e 

f 
a 
b 
c 
d 
e 
f 



Crushing Load pkr Square Inch. 



Of Specimen. 



Average. 



*S,657 pounds 

*5,93i " 
*5,go2 
*5,652 " 
*6,o59 " 
*6,i76 *' 
8,121 pounds 

6,5-^5 " 
6,130 " 
7,261 " 

6,307 
*8,2i8 

5,997 pounds 

5,578 " 

5,772 

5,634 " 

5,840 
*6,795 " 

5,138 pounds 

5,395 " 
4,335 
5,481 

4,612 " 

4,123 " 
4,145 pounds 

4,594 " 
4,927 

4.786 " 

5,040 " 
4,170 " 



f 5,896 pounds. 



K, 



094 pounds. 



1^ 5,937 pounds. 

J 

1 



K, 



847 pounds. 



\ 4,610 pounds. 



Excess or Deficiency of 

observed load in relation to 

5,000 pounds. 



Excess, 15.2 percent. 



Excess, 29.5 per cent. 



Excess, 15.8 per cent. 



Deficiency, 3.13 percent. 



Deficiency, 8.5 per cent. 



66 



TESTS OF CEMENTS. 



TABLE U— {Continued.) 
Compressive Strength of Cubes of Dyckerhoff Cement. 



Side of Cube. 



6 inches. 
6 '' . 
6 " . 
6 " . 
6 " . 

6 '• 

7 inches. 
7 " . 
7 " - 
7 " - 
7 " 

7 " 

8 inches. 
8 " 

8 " . 
8 " 
8 " 

8 " . 

9 inchas. 

9 " 

9 " . 

9 " • 

9 " . 

9 " . 
lo inches. 

lO " . 

lO " . 

TO " 

lO " . 

10 " . 

11 inches. 
II " . 
II " . 
II '' . 
11 " . 

11 " . 

12 inches. 

12 " 

12 " 

12 " 

12 " . 



Mark. 



d 
e 

f 
a 
b 
c 
d 
e 
f 



f 
a 
b 
c 
d 
e 

f 
a 
b 
c 
d 
e 

f 
a 
b 
c 
d 
e 

/ 
a 
b 
c 
e 
f 



Crushing Load per Square Inch. 



Of Specimen. 



3,972 pounds 
3,582 

4,401 " 
4,975 " 
3,762 

5,003 " 
4,554 pounds 

3,849 
5,134 
5,774 
5,180 " 

5,429 " 

4,488 pounds 

4,629 " 

4,540 

5,597 

5,533 

5,255 

4,574 pounds 

4,594 
4,889 

4,783 " 
5,736 " 
3,946 " 
3,902 pounds 

5,859 

5,T23 " 

4,225 " 
4,710 " 

4-747 " 
4,820 pounds 
*5,2o8 " 
*5,895 
*5,45i " 
*5,585 " 
*S,287 " 
*4,9io pounds 

*5,379 
> 

*5,532(?) " 
*5,343 



Average. 



Excess or Deficiency of 

observed load in relation to 

5,000 pounds. 



I 4,283 pounds. 



4,987 pounds. 



5,007 pounds. 



L 4.754 pounds. 



!- 4,761 pounds. 



5,374 pounds. 



Deficiency, 16.7 percent. 



Deficiency, 0.26 per cent. 



Excess, 0.14 per cent. 



Deficiency, 5.18 per cent. 



Deficiency, 5.02 per cent. 



Excess, 6.96 per cent. 



The nominal 12-inch cube d is omitted, because in mouldincr it an error occurred, causing 
its bed to measure 12" x ii."3, instead of 12" x 12". The cubes marked * had iheir beds 
plastered. 



TESTS OF CEMENTS. 6/ 

of bed-surface of the individual cubes ; the average for the 
several sets ; and the percentage of excess or deficiency of 
the latter when compared with the average crushing load of 
5000 pounds per square inch of bed-surface. 

The individual crushing loads of the i-inch cubes vary but 
little from their average ; the same is true of the five plastered 
ii-inch cubes, and probably also of the five 12-inch cubes il 
sufficient machine power had been available to break cubes c 
and e at the first application of pressure. This indicates the 
good effect of plastering the bed-faces. 

The average resistance per square inch of bed-surface of the 
i-inch cubes is nearly 1200 pounds less than that of the 2-inch 
cubes, while the average strength of the 3-inch cubes is 1157 
pounds less, or about the same as that of the i-inch cubes. The 
only plastered 3-inch cube (/) showed the greatest strength in 
its set, being about 14.^ per cent stronger than the average, and 
about 10 per cent stronger than the strongest of the five un- 
plastered cubes of the same set. 

From the 2-inch cubes to the 6-inch cubes the average 
strength per square inch decreases ; it then rises in the 7-inch 
and 8-inch cubes, again decreases in the 9-inch and lo-inch sets, 
and increases for the ii-inch and 12-inch cubes, but without 
developing the resistance offered by the i-inch cubes. 

1 2-inch cube e was not immediately broken on reaching the 
ultimate available load of 800,000 pounds, although pieces 
began to fly off at 770,000 pounds ; it rapidly failed, however, 
and was destroyed when the maximum load had been sustained 
for about thirty seconds. Two other cubes, c and d, of the 12- 
inch series, did not yield when the maximum load was first 
reached, although cracks became visible at about 700,000 
pounds. In these cases fracture was caused by reducing the 
load to the initial pressure of 5000 pounds and then gradually 
raising the pressure to 800,000 pounds. 

From Table L it is seen that the average crushing load of 
the five unplastered 2-inch cubes is 6869 pounds per square 
inch, while the one 2-inch cube (/) that had been plastered 
only failed under a load of 8218 pounds; the rates being as 100 
to 1 19.6. Unplastered cube {a) showed, however, a strength of 
8121 pounds. 



6$ TESTS OF CEMENTS. 

The five unplastered 3-inch cubes developed an average 
strength of 5764 pounds per square inch of bed-surface, while 
one plastered cube (/") broke under a load of 6795 pounds ; the 
ratio being 100 to 11 7.9. 

The five plastered ii-inch cubes vary about 13 per cent 
from one another in strength ; their average is nearly 14 per 
cent greater than unplastered cube a of this set. 

Finishing the beds of cement specimens with a thin layer of 
plaster seems to have brought out their strength as fully as any 
amount of machine-finishing would have done. 

Prisms of Neat Cement. — The smallest of the cement 
prisms, 4'' X \' X i ', yielded under an average pressure of 
261,104 pounds, equivalent to 16,320 pounds per square inch of 
bed-surface (Table E). When removed from the press, the 
sides of the prisms were found to have been forced out all 
round in the shape of irregular but approximately triangular 
bodies, leaving an apparently solid core formed of two short 
truncated pyramids, firmly adhering to each other. On^ remov- 
ing the shattered lateral fragments the edges of the beds broke 
away, leaving the bases of the pyramids with less area than the 
original prisms. 

Comparing the mean resistance per square inch of bed- 
surface of these 4" X aJ' X i^' prisms with that of the i-inch 
cement cubes, the average strength of which was 5896 pounds 
(Table L), the prisms are found to be 2.76 times as strong as 
the cubes. 

This ratio is different when the 4'' X ^' X 2" prisms are 
compared with the 2-inch cement cubes. The prisms yielded 
under an average aggregate load of 101,920 pounds, or 6370 
pounds per square inch, while the 2-inch cubes show an average 
ultimate resistance of 7094 pounds per square inch. The cubes 
are therefore over 10 per cent stronger than the prisms. The 
exceptional strength of the 2-inch cement cubes has already 
been noted. It is not impossible that with a greater number of 
specimens of either form the ratio would have been different. 

The average strength of the three 4'^ X 4'' X Z" prisms is 
6003 pounds per square inch of bed-surface, while that of the 
4-inch cubes is only 4847 pounds. But the latter were crushed 



TESTS OF CEMENTS. 



69 



without plastered heads, while this preliminary treatment had 
been applied to the prisms. It has been shown that by plaster- 
ing the beds the strength of the cubes is more fully brought 
out ; and in order to make as fair a comparison as practicable, 
we therefore select the strongest of the unplastered 4-inch 
cubes d^ which had a crushing resistance of 5481 pounds per 
square inch. On this basis the prisms show 9I- per cent, more 
strength than the cubes. 

Table M exhibits in condensed form the strength of the 
different ^' X 4'^ prisms when compared with the strongest of 
the 4-inch cement cubes, the strength of the latter being taken 
as unity. 

TABLE M. 



Size of Prism. y 


Crushing Strength. 


Per Square Inch. 


Relative. 


4" X4" X I". 

4" X 4" X 2" 


16,320 pounds 
6,370 
6,003 " 

5,481 - 


2,978 
1,162 

1,095 
1,000 


4" X 4" X V 


4" X 4" X 4" (strongest). 



Table N gives a similar comparison of the strength of the 
%" X 8'^ prisms with that of the strongest of the unplastered 8- 
inch cubes (<^), the strength of the latter being taken as unity. 



TABLE N. 



Size ok Prism. 


Crushing Strength. 


Per Square Inch. 


Relative. 


8"X8" X2" 

8" X 8" X 3" 


10,664 pounds 

7. 191 

5952 
6,020 " 

5,771 
5.597 


1.923 
1,285 
1,064 
1,075 
1,031 
r.ooo 


8" X 8" X 4" 


8" X 8" X 5" 


8"X8"X6" 

8" X 8" X8" 





70 TESTS OF CEMENTS, 

Both the 8-inch and 4-inch prisms show a striking increase 
of strength only when their height is reduced to one fourth of 
the cube of equal cross-section. 

Four sets of prisms of neat cement, 12 inches square on bed, 
of heights of 2, 4, 6, and 8 inches respectively, had been pre- 
pared, there being three specimens of each set. The great 
resistance offered by some of the 12-inch cement cubes pre- 
viously tested, rendered it improbable that any of these prisms 
could be crushed by the machine. 

One of these large prisms of 2 inches thickness was tried and 
withstood the load of 800,000 pounds apparently without being 
affected by it in the least. The same occurred with one of the 
prisms 4 inches in thickness. It was then decided not to con- 
tinue tests in that direction, but to ascertain the resistance of 
each set of three prisms formed as a dry-jointed pier. 

The set of the three 12'^ X 12'^ X 2^' prisms resisted the 
maximum pressure of 800,000 pounds. The set of 12^^ X 12'' X 
4^' prisms (aggregating a little over 12 inches in height in the 
pier) failed under a load of 662,000 pounds. It is supposed 
that one of these prisms was in some manner defective, since 
the next larger pier of three 12^^ X 12'' X 6^' prisms withstood 
a greater load. In this case the load was carried up to 700,000 
pounds and then reduced to 5000 pounds. The driving-head 
of the machine was again put in motion, and the pier broke at 
690,000 pounds, it evidently having been weakened by the first 
application of the pressure. The pier of 12^' X 12^' X 8'' prisms 
was crushed under a load of 654,800 pounds. 

None of these last three piers showed as much resistance as 
the 12-inch cement cubes, while the 12'^ X 12'' X 2'' pier of the 
same kind of material manifested superior strength, and only 
failed under a stress below the available maximum pressure 
when subsequently tested in conjunction with a lo-inch free- 
stone cube. 



TESTS OF CEMENTS. 7\ 

COMPRESSION, SET, ELASTICITY, AND RESILIENCE OF DYCKER- 

HOFF CEMENT. 

[Special Table 11. , and Strain-sheets III. and IV.] 

Compression and Set. — This cement is less subject to 
sudden fracture than freestone, and its general behavior during 
the last stages of the testing process, especially the unmistak- 
able, visible and audible signs of impending disintegration^ 
permitted a more prolonged use of the micrometer, which was 
in some instances kept on till fracture occurred. 

The amount of set and compression generally with Portland 
cement is much less than with freestone. This cement is 
therefore decidedly stiffer than Haverstraw freestone. Under 
a load of 500,000 pounds the ii-inch freestone cubes show an 
average of over 71 per cent more compression than cement 
cubes of the same size; at 600,000 pounds, 57 per cent less. 
The 1 2-inch freestone cubes under pressures of 500,000, 600,000^ 
and 700,000 pounds were compressed, in round numbers, 79,63, 
and 46 per cent, respectively, more than similar cement cubes. 
Similar differences may be traced through the several sets of 
cubes of the two materials. 

In the strain-curves of cement cubes the initial or lower 
parts are found to be much less convex toward the axis of 
abscissas than in the case of freestone. Especially is this true 
with the larger (ii-inch and 12-inch) cubes. 

The cement diagrams further disclose by their general form 
a more gradual yielding ; the upper parts being better developed 
as regards concavity toward the axis of abscissas than in the 
case of freestone. In homogeneity as to strain as well as to 
structure, Dyckerhoff cement is superior to Haverstraw free- 
stone, although inferior to it in absolute crushing strength. The 
irregularities of some of the cement diagrams, however, notably 
of 8-inch cube d, 9-inch cube a, lo-inch cube d, and ii-inch 
cubes b and c, prove that the material by no means possesses 
either kind of homogeneity in a superior degree. 

Some of the cement diagrams are of especial interest. 

8-inch cube d, broken by 360,000 pounds pressure, had the 
micrometer kept on until within 2000 pounds of that load, and 



72 TESTS OF CEMENTS. 

therefore offers an opportunity to examine the strain-curve 
almost to the last moment. The irregularities of the upper or 
final branch of the curve, as it tends to take a direction nearly 
parallel to the axis of abscissas, exhibit both the destructive 
strain in progress and the deficiency of the piece in evenness of 
structure. 

9-inch cube c gave decided indications of yielding after 
the load of 300,000 pounds had been exceeded. At 330,000 
pounds one corner flew off ; at 350,000 pounds a crack appeared 
and the curve began to assume a direction approximately paral- 
lel to the axis of abscissas ; the cube did not yield, however, 
until a load of 396,000 pounds was reached. 

9-inch cube d behaved differently. 

The initial part of the diagram is nearly straight, from which 
it is concluded that the particles of the specimen were normally 
aggregated. Under higher pressure no indication was seen of 
approaching destruction ; some parts of the cube must have 
suddenly failed, and the ensuing jar probably caused a general 
giving way of the rest. 

In the weakest of the 9-inch cubes {f) a lack of elasticity 
is noted, which is also indicated by the considerable amount 
of permanent set. The specimen failed under a pressure of 
325,000 pounds, but began to crack at 130,000 pounds. 

The strongest of the lo-inch cubes {b) broke under 587,200 
pounds. It appears very rigid at the beginning, and somewhat 
abnormal in behavior. From 400,000 pounds up, however, the 
curve gradually bends downward, showing a proper successive 
yielding under increasing load. 

lO-inch cube c, the next strongest sample of its class, is 
quite different from the preceding piece. The diagram shows 
that it yielded rapidly at first, but that later on it displayed 
considerable stiffness. 

The diagram of lo-inch cube d shows peculiar irregulari- 
ties. 

In some of the ii-inch cubes the initial part of the diagram 
is quite straight — a sign of homogeneity. 

In 1 2-inch cube a set and elastic compression are regularly 
developed up to 500,000 pounds. The micrometer was kept on 



TESTS OF CEMENTS. 



73 



TABLE O. 



Cube. 


Elastic Limit. 


Size. 


Mark. 


Load. 


Compression. 


Averag^e. 


Load. 


Compression. 


8-inch 

8 " 

8 " 

8 " 

8 " 

9-inch 

9 " 

9 " 

9 " 

lo-inch 

lO " 

ID '• 

10 " 

ii-inch 

11 " 

II " 

II " 

11 " 

11 •' 

i2-inch 

12 " 

12 " 

12 " 

12 *' 


c 
d 

/ 
a 
d 
e 

f 
a 
b 
c 

/ 
a 

b 
c 
d 
e 

f 

a 
b 
c 
e 
/ 


220,000 lbs. 
200,000 " 
260,000 " 
200,000 " 
180,000 " 
280,000 lbs. 
280,000 " 
300,000 " 
240,000 " 
280,000 lbs. 
300,000 " 
300,000 " 
280,000 " 
280,000 lbs. 
400,000 " 
450,000 " 
500,000 " 
500,000 " 
400,000 " 
500,000 lbs. 
400,000 " 
500,000 " 
600,000 " 
600,000 " 


•0255" 
.0182" 
.0203" 
.0180" 

•0153" 
.0244" 
.0182" 
.0215" 
.0220" 
.0221" 
.0145" 
.0220" 
.0180" 
.0160" 
.0222" 
.0255" 
.0250" 
.0250" 
.0212" 
.0248" 
.0260" 
.0220" 
.0275" 
.0320" 


1 

1 
1 
\ 212,000 lbs. 

J 
" 275,000 lbs. 

- 290,000 lbs. 
\ 421,666 lbs. 

J 

- 520,000 lbs. 
J 


.0195"' 

.0215" 
.0192" 

.0225" 
.0265" 



until the moment of fracture (710,000 pounds); and the diagram 
is interesting, as it fairly illustrates the gradual yielding of the 
material while approaching the ultimate load by bending down 
toward the axis of abscissas. 

• The 12-inch cubes c and e, and the nominal 12-inch cube d,"^ 
were not broken at the first application of the maximum load 
of 800,000 pounds, but only by repeating the process after re- 
turning to the initial load of 5000 pounds. Cube c exhibits 
irregular set up to 200,000 pounds, becoming more regular as 
the load increased to 400,000 pounds. 

* This cube measured only 12" X ii"-3 in cross-section, probably due to mis- 
placement of one of the sides of the mould while inserting it. 



74 



TESTS OF CEMENTS. 



TABLE 

Resilience of Neat Dyckerhoff 





Size of Cubes. 


Amount of 
Load in 
Pounds, 


8'' X 8'' X 8" 


9" X 9" X 9" 


10" X 10" X 10" 




b 

460 
1027 

1973 
3108 


c 

450 

966 

1834 
2933 


d 

410 

820 
1438 
2257 

3744 
5697 


e 

425 

888 

1651 

2702 


/ 

440 
861 

1545 
22931 

3833 


a 

515 

963 

1505 

2234 

3367 
4798 


b 

650 
1172 

1754 
2409 
3216 
4287 


c 

525 
1021 

1564 
2283 

3374 


d 

305 
675 
1 185 
1917 
3127 
4204 


e 

380 
748 
1267 
1908 
2693 
3358 
4761 


/ 

450 

943 

1696 

2545 
4770 


a 

490 
881 
1380 
1949 
2862 
4306 


b 

210 

508 

916 

1372 

2087 

2739 
3755 
4862 


c 

515 

817 

1218 

1670 

2358 

3170 
4308 

5^43 


d 

500 

872 

1414 

2035 
2869 


e 

400 

799 
1286 

1954 
3074 
4037 
5960 


/ 


lOO ooo 
1 50 000 
200 000 
250 000 
300 000 
350 000 
400 000 
450 000 
500 000 
550 000 


350 

715 

1252 

1814 

2589 

3659 
4928 
6484 
















































































































650 000 
700 000 
750 000 













































































































































































The piece was crushed only under the sixth application of 
the maximum load of the testing-machine, the diagram presents 
practically a straight elastic line from 100,000 to 500,000 pounds. 

Cube d (defective in size) required for its fracture four repe- 
titions of the maximum load. 

Cube e resisted a load of 800,000 pounds once, and showed 
great stiffness while it was again reloaded up to 800,000 pounds. 
It sustained that pressure for half a minute, and then yielded. 

Elasticity. — Dyckerhoff Portland cement being stiffer than 
Haverstraw freestone, has a higher modulus of elasticity. Its 
elastic limit is somewhat less difficult to determine than that 
of freestone, although some cubes ran so irregularly as to ren- 
der it unadvisable to consider them. 

Table O gives the elastic limits of individual cubes, and the 
averages of sets of cubes. 



TESTS OF CEMENTS. 



75 



p. 

Portland Cement. 











Size 


OF C 


UBES. 










Pier I. 


Pier II. 


PiekIII. 




Of 

3 Prisms 
each. 


Of 

3 Prisms 
each. 


Of 

3 Prisms 
each. 


Il" X II" X II" 


12" X 12" X 12" 


a 


b 


c 


d 


e 


f 


a 


b 


c 


e 


200 

450 
800 
1272 
1850 
2549 
3455 
4624 

5930 

7552 

9340 

12166 

16418 


12" X 12" 
X4" 


12" X 12" 
x6" 


I2"X12" 

x8" 


310 

639 
1092 
1626 
2439 
3411 
4744 
5918 
8102 


265 

S41 

979 

1479 

2107 

3027 

4099 

5436 

7285 

9265 

12084 


260 
572 

lOIO 

1550 

2260 
3262 

4350 
5825 
7250 
9057 

II722 

14868 
18789 


200 
450 

80b 

1306 

1925 
2730 

3550 
4862 

6145 

8783 

10905 
14506 


250 
424 

775 
1299 
1890 
2702 
3640 

4915 

6340 

8724 

11216 

14660 


245 

439 
610 
1190 
1850 
2662 
3600 
491.2 
6290 
8239 
io6go 


190 

440 

790 

1262 

1880 

2734 

3615 

4847 

6225 

8515 

10585 

14558 

21013 


265 
546 
940 

1435 
2040 

2706 
3475 
4750 
6175 
8065 


180 

442 

810 

1260 

1810 

2460 

3210 

4060 

5010 

6322 

7760 

10084 

12615 

15876 


250 

531 

92s 

1375 

1925 

2656 

3450 

4512 

5700 

7144 

8725 

"745 

13983 

16452 

20647 


260 
641 

1175 
1946 
2840 
4010 
5260 
7280 
9180 
11847 
15970 


3'5 
773 
1402 
2200 
3346 
4904 
7164 
10074 

13364 
14045 
22246 
27677 
33938 


450 

936 

1 701 

2678 

3822 

5445 
7320 

9844 . 
12705 

16551 
21447 
28576 





































































From the averages in Table O the average modulus of 
elasticity of Dyckerhoff Portland cement is found to be about 
1,500,000, or, more correctly, 1,525,857. 

Average modulus of elasticity for ^" cubes, 1,358,774 

" (^" " 1,421,111 

U jq// U 1^510,416 

'' 12'' " 1,635,107 

Mean modulus of elasticity, 1,525,857 

The modulus of elasticity of this kind of cement exceeds 

that of Haverstraw freestone by more than 50 per cent, and is 

practically identical with that of natural Portland stone 

(1,533,000), as determined by Tredgold. 

Resilience. — Although the lower portions of cement 

strain-curves are less convex toward the axis of abscissas than 



76 TESTS OF CEMENTS. 

those of freestone, it is probably better to consider the process 
of loading up to 100,000 pounds as merely preparatory, serving 
to relieve the specimen of the greater part of existing internal 
strain. The area of resilience is therefore reckoned from that 
point on the axis of abscissas representing the permanent set 
when the first load of 100,000 pounds was reduced to 5000 
pounds. 

Table P exhibits the resilience in inch-pounds, under grad- 
ually increasing loads, of cement cubes from 8 to 12 inches on 
a side, and of piers of cement prisms eacli 12 inches square on 
bed, and of heights already described. 

Owing to the imperfect elasticity of the material, no regu- 
lar increase of the area of resilience proportional to the squares 
of loads was found, but occasionally the actual development of 
the area is nearly the same as it should be according to theory. 
For instance, 8-inch cube c shows at 100,000 pounds a resili- 
ence of 450 inch-pounds; at 200,000 pounds, 1834, which by 
theory should be 1800. Eleven-inch cube <:, with an area of 
260 inch-pounds at 100,000 pounds, develops areas of loio and 
2260 for loads of 200,000 and 300,000 pounds, respectively ; 
theoretically, these areas should be 1040 and 2340. 

Table Q gives interesting comparisons between the aver- 
ages of the 1 2-inch cement cubes and the three piers of prisms. 
The numbers of inch-pounds are given up to 600,000 pounds 
for increments of 100,000 pounds. For the two piers com- 
posed of 6-inch and 8-inch prisms respectively, two columns 
appear in the table, one showing the observed resilience as de- 
veloped under pressure, and the other the corresponding theo- 
retical resilience, on the assumption that the resilience of speci- 
mens of the same cross-section but different heights varies as 
the masses of the specimens. 

It is seen that the shortest pier, composed of 3 prisms each 
4!^ in height, has larger areas of resilience than the corre- 
sponding average 12-inch solid cube; in fact, from 200,000 
pounds upwards they are more than i^ times as large. The 
pier composed of the next larger prisms shows a similar excess 
of actually observed resilience over that computed ; while with 
the highest pier, representing in volume two 12-inch cubes 



TESTS OF CEMENTS. 



77 



placed one on top of the other, the observed resilience is 
fairly comparable with that computed, except under the high- 
est loads, and even then the difference is not considerable, and 
might have been less if an average could have been taken of 
several piers of that kind. 

TABLE Q. 

Neat Dyckerhoff Portland Cement. 

RESILIENCE OF 12" CUBES AND PIERS. 

Pier I., composed of 3 prisms, each 12" X 12" X 4". 
" II., " *' " " 12" X 12" X 6". 

'' III., '♦ " " " 12" X 12" X 8". 





12" Cubes. 

Observed 

Average. 


Resilience in Inch-pounds of — 


Load in 
Pounds. 


Pier I. 
Observed. 


Pier II. 


Pier III. 




Observed. 


Computed. 


Observed. 


Computed. 


100,000 
200,000 
300,000 
400,000 
500,000 
600,000 


217 

853 
1,901 

3,441 
5,808 
9,102 


260 

1,175 
2,840 
5,260 
9,180 
15-970 


315 
1,402 
3,346 
7,164 

13,364 
22,246 


325 
1,279 
2,851 
5,161 
8,712 
13,653 


450 

1,701 

3,822 

7,320 

12,705 

21,447 


434 

1,706 

3,802 

6,882 

11,616 

18,204 



It is thought that the plastering of the bed-faces of all of 
these prisms had some influence on the results. Without 
going into details, it is obvious that a pier of three 12^' X ^2" 
X A-" prisms, coated in the aggregate with six thin layers of 
comparatively soft plaster, will compress more rapidly and 
show apparently more resilience than a solid 12-inch cube with 
two cushions only, or a pier of three 12'' X 12" X 8^^ prisms. 
The latter had also six layers of plaster, but their aggregate 
thickness necessarily bore a lesser ratio to the collective height 
of the cement prisms than in the thinner pier, and compression 
proceeded therefore more slowly. 

It was shown that at 700,000 pounds a dry pier of three 
12-inch cubes of Haverstraw freestone exhibited about 2J 
times the resilience of a single 12-inch cube, instead of three 
times ; and the reason assigned for the difference was that the 



78 TESTS OF CEMENTS. 

cubes had each previously been strained by a load of 800,000 
pounds, which increased the stiffness, and that the pier was not 
a true monolith. The several cement prisms, with the ex- 
ception of one measuring 12" X ^2" X 6'^, had not previously 
been strained. Dyckerhoff cement is also less compressible 
than freestone ; and the interposition of cushions of a more 
yielding substance, such as plaster of Paris from 36 to 48 
hours old, will cause the combination of cement and plaster to 
develop more compressibility, and consequently more resili- 
ence, than without plaster. 

It seems probable that with rigid material, divided into 
courses and subjected to compression, the interposition of a 
pliant and compressible binding substance essentially increases 
the capacity to resist concussions, or suddenly applied heavy 
loads. 

With regard to the resilience of cubes of Haverstraw free- 
stone, within the elastic limit, it was seen that there were in- 
dications that this property may increase with the size of the 
cube. This suggestion is to a certain extent corroborated by 
the results furnished by the cement cubes, as may be seen 
from Table R, which gives the resilience of the several cubes 
up to the elastic limit, the averages of the same for each class, 
both for the whole cube and per cubic inch of the mass. 

A notable falling off in the amount of resilience is exhibited 
by the lo-inch cubes, which may perhaps be explained by the 
difficulty in many cases of determining the elastic limit. For 
this reason, several of the cubes are not recorded in the table. 
The 1 2-inch cubes evidently possess more of the property of 
resilience than the smaller ones, but their superiority in that 
respect is by no means marked. 

It appears that for equal-sized cubes of Dyckerhoff cement 
and Haverstraw freestone, with equal striking weights, the 
safe height of fall is, for cements, on the average, a little more 
than one half that of freestone. 

The fact that some of the cement cubes were plastered and 
some not, and that the micrometer was of necessity removed 
in most cases before the crushing load was reached, renders it 
unwise to try to deduce any conclusions as to the relative 



TESTS OF CEMENTS, 



79 



values of ultimate resilience of cement cubes of different sizes. 
With Haverstraw freestone cubes some evidence was shown 
that the ultimate resilience of cubes is proportional to their 
mass. The evidence with cement cubes is not sufficiently re- 
liable to either prove or disprove this law. 

TABLE R. 

Resilience of Cubes of Dyckerhoff Portland Cement within the 

Elastic Limit. 



Cube. 



Size. 



8-inch. 

8 " , 



Q-inch. 

9 " • 

9 " . 

9 " • 
lo-inch. 
lo " . 
lo " . 
lo " . 



-inch. 



T 

I 

I 

I 

I 

I 

i2-inch. 

12 " 

12 " . 

12 " . 

12 •• , 



Mark. 



b 
c 

d 

e 

f 

a 

d 
e 

f 
a 
b 
c 

f 
a 

b 

c 

d 

e 

f 

a 

b 

c 

e 

f 



Resilience in Inch-pounds. * 



Load. 



220,000 lbs. 

200,000 

260,000 

200,000 

180,000 

280,000 lbs. 

280,000 
300,000 
240,000 

280,000 lbs. 

300,000 

300,000 

280,000 

280,000 lbs. 

400,000 

450,000 

500,000 

500,000 

400,000 

500,000 lbs. 

400,000 

500,000 

600,000 

600,000 



Of Cube. 



2,288 
1,834 
2,423 
r;65i 

1,183 
2,753 
2,307 
2,783 
2,312 
2,366 
2,087 
2,358 
2,212 
2,004 
4,009 
7,250 
6,145 
6,340 
3,600 
6,225 

3,475 
5,010 

8,725 
9,340 



Average. 



1^ 1,876 



r 2,539 



)■ 2,256 



. 4,891 



\ 6,555 



Per Cube In. 



3-66 



3-48 



2.26 



3.67 



3-79 



CHAPTER VI. 
TESTS OF CEMENT MORTARS AND CONCRETES. 

The experiments . made with these materials embraced 
tests of cubes of mortar and concrete of different sizes, and of 
different proportions of ingredients. 

The following table gives the proportions of material that 
entered into the composition of the several mortars and con- 
cretes : 

TABLE S. 
Composition of Mortars and Concretes. 



Marks 


Sizes of 


Kind of 
Cubes. 




Proportions by Volume. 


Propor- 
tion of 




Cubes in 


Kind of Cement. 






Cement 


OF 










Cubes. 


Inches. 




Cement. 


Sand. 


Grav- 
el. 


Broken 
Stone. 


other In- 
gredients. 


Fm 


2,4,6,8,10. 
12, 14, 16 


Mortar 


New'rkCo Ros- 
endale Cement 


I 
(dry measure) 


3 






I to 3 


Fc 


4,6,8,10,12, 
14, 16, 18 


Concrete 


New'rk Co.'s Ros- 
endale Cement 


I 
(dry measure) 


3 


2 


4 


r to 9 


Am ... . 


4, 6, 8, 12, 
16 


Mortar 


Norton's Cement 


I 
(paste) 


i^ 






I to \\ 


Ac 


4, 6, 8, 12, 
16 


Concrete 


Norton's Cement 


(paste) 


li 






it0 7i 


Bm .... 


4, 6, 8, 12, 
16 


Mortar 


Norton's Cement 


I 
(paste) 


3 






I to 3 


Be 


4, 6, 8, 12, 
16 


Concrete 


Norton's Cement 


T 

(paste) 


3 




6 


I to 9 


Cm .... 


4, 6. 8, 12, 
16 


Mortar 


National Portland 
Cement 


I 
(paste) 


3 






I to 3 


Cc 


4, 6, 8, 12, 
16 


Concrete 


National Portland 
Cement 


I 
(paste) 


3 




6 


I to 9 



Two specimens of each kind and size of cubes had been 
prepared. 

The age of the mortars and concretes marked F was 
about 22 months. The cubes of the combinations marked A, 
B, and C were older, and among themselves practically of 
equal age, varying only from 3 years 10 months and 4 days to 
3 years 10 months and 14 days. 



TESTS OF CEMENT MORTARS AND CONCRETES. 8 1 

The beds of all of the cubes in Table S were plastered 
before being tested. 

MORTARS AND CONCRETES OF NEWARK COMPANY'S ROSEN- 
DALE CEMENT. 

In testing the mortar cubes of this cement, wooden pine 
cushions were placed between the plastered beds and the 
machine-heads, although former experiments indicated that 
the full strength of the material might not be brought out by 
this arrangement. The comparative roughness of the surfaces 
of mortar and concrete seemed, however, to call for the inter- 
position of some comparatively soft material to secure a better 
equalization or distribution of the load over the pressed sur- 
face. 

The thickness of the cushion-plates varied from \ inch to i 
inch, according to the size of the mortar cubes, which varied 
by increments of 2 inches from 2 to i6 inches on a side. The 
plates were square, and the length of their sides exceeded that 
of the sides of the cubes by about twice the thickness of the 
plate. The average weight per cubic foot was about ii6 
pounds for the mortar and 132 pounds for the concrete. 

The crushing resistance of the individual specimens of each 
pair or set of mortar cubes was nearly the same, with the ex- 
ception of the 2-inch and lo-inch cubes, the first differing from 
one another in strength per square inch about 27 per cent ; 
the second, about 22 per cent. For the other sets, the great- 
est difference was not quite 5 per cent. 

This satisfactory result with mortars suggested a change in 
the method of testing the series of concrete cubes of Newark 
Co.'s Rosendale cement. 

One sample of each set was crushed with pine cushions, 
and the other directly between the machine-heads, it being 
thought that by the latter method superior compressive 
strength would be shown. 

An opportunity for measuring the gradual compression and 
resilience of the concrete was thus afforded. The sides of 
these cubes were 4", 6", W\ 10'', 12", 14", i&\ and 18'', re- 
6 



82 TESTS OF CEMENT MORTARS AND CONCRETES. 

spectively. The cubes of the smallest set were both tested 
between wooden plates to see whether concretes crushed in 
this manner would give as uniform results as mortars. One 
cube broke under a pressure of 1074 pounds per square inch, 
the other at 991 pounds — a difference of y.y per cent. 

When testing the other sets of concrete cubes, those 
crushed directly between the machine-heads proved in every 
instance stronger than their mates, which were broken between 
wooden cushions. On the average they exceeded them in 
strength nearly 19 per cent. 

In testing one of the lo-inch, 12-inch, 14-inch, and 16-inch 
mortar cubes, respectively, the cushions were so placed that 
the directions of the grains crossed each other ; in the other 
cases they were parallel. 

In several instances, cleavage occurred on lines parallel to , 
the grain whether the latter, in the two opposite plates, ran 
parallel or crosswise with respect to each other. The indenta- 
tion of the wood cushions varied considerably in depth and 
uniformity. The stronger concretes caused deeper impressions 
in the wood than the mortars, the greatest observed depth 
being over -f^^" (lO-inch concrete cube a) ; the maximum im- 
pression by mortar cubes {-f^-^") occurred with lo-inch cube b. 
The observed cleavage of the material parallel to the grain of 
the wood indicates that wood cushions exercise a weakening 
influence upon the strength of stone. The fibre being forced 
sideways under pressure, undoubtedly reacts on the particles 
of stone with which it is in close contact, and favors their 
tendency to move laterally, in the direction of least resistance. 

COMPRESSION, SET, ELASTICITY, AND RESILIENCE OF MOR- 
TARS AND CONCRETES MADE WITH THE NEWARK COM- 
PANY'S ROSENDALE CEMENT. 

Compression and Set. — The relative crushing resistance 
of cubes of mortar and concrete prepared with the Newark 
Company's Rosendale cement is shown in Table T, which 
gives ultimate pressures per square inch on bed-surface. The 
data are based on the figures in General Table III. 



TESTS OF CEMENT MORTARS AND CONCRETES. 



83 



TABLE T. 

Compressive Strength per Square Inch of Bed-surface of Cubes of 
Mortar and C ncrete, prepared with Newark Company's Rosen- 
dale Cement. 

Composition of mortar: i vol. cement (dry measure), 5 vols. sand. 

Composition of concrete: i vol. cement (dry measure), 3 vols, sand, 2 vols, gravel, 4 vols. 
stone. 







Mortars. 


Marks 
AND Sizes 
OF Cubes. 


Concretes. 


Marks 
AND Sizes 
OF Cubes. 


Strength in 

pounds per 

square inch. 


How crushed — with 

with Wooden Plates or 

Directly. 


Strength in 
lbs. per sq. 
in. of piece. 


How crushed — 
with Wooden Plates or 
Directly. 




Of 
Piece 


Aver- 
age. 


Fm -z" a.. 


1,653 


1,429 


W. 


p., grain parallel. 










" 2"^.. 


1,203 


1,429 


' 














- 4"«-. 


752 


758 


' 




Fc 4" 


a. . . 


1,074 


W. P., grain parallel. 




" ^" b.. 


765 


758 


( 




i " 4'' 


b... 


991 


'■ 




" 6" a.. 


818 


800 


' 


■.i 1 


" 6" 


a. . . 


1,025 


;. U 




" 6" I'.. 


782 


800 


' 




.. g,/ 


b... 


1,230 


Directly. 




" %"a.. 


701 


707 


, ' 




" 8" 


a. . . 


876- 


W. P.. grain parallel 




" 8"^.. 


713 


707 






•" 8" 


b... 


i,i94« 


Directly. 




' 10" a. . 


828 


945 


( 




'■ 10' 


a. . . 


ii^Siv 


W. P . grain parallel. 




' jo" b.. 


1,063 


945 


W. 1 


^, gram crosswise. 


'' 10'' 


b... 


1,182. 


Directly. 




" I2"«.. 


699 


685 


" 


grain parallel. 


" 12" 


a. . . 


831 


' W. P , grain parallel. 




' 12" b.. 


671 


685 


u 


grain crosswise. 


"■ 12" 


b... 


1,113 


■ Directly. 




' 14" rt . 


697 


715 


" 


grain parallel. 


" 14" 


a. . . 


698 


W. P.. grain parallel. 




' 14" b. . 


733 


715 


" 


gram crosswise. 


" 14''' 


b... 


748 


Directly. 




• 16" a.. 


6.3 


612 


" 


grain parallel. 


" i6'- 


n. . . 


674 


W. P., grain parallel. 


♦' 16" d.. 


611 


612 


" 


grain parallel. 


'■' 16'' 
'■ v8''' 


b... 

0. . . . 


1.039 
8^0 


Directly. 

W. P., grain parallel. 

Directly. 










'' 18" 


b... 


1,04.^ 











Among the mortars of the foregoing table, the 2-inch cubes 
have by far the greatest strength per square mch, about twice 
as much as the 8-inch, i2-inch, 14-inch, and i6-inch cubes; the 
last-named size is the weakest in the series. 

Of the concretes the table shows that the cubes crushed 
without interposition of wooden plates are invariably stronger 
than those crushed between cushions, the average ratio being 
as 1080 to 871 — a difference of about 19 per cent. When the 
series of mortar cubes from 4 inches to 16 inches on a side are 
compared with the corresponding concrete cubes which had' 
been broken between wooden cushions like the mortars, the 



64 TESTS OF CEMENT MORTARS AND CONCRETES. 

strength of the concretes is superior to that of the mortars by 
about 15 per cent. 

The average strength per square inch of the F mortar cubes, 
excluding the 2-inch cubes as being exceptionally strong, is 746 
pounds. If no cushions had been used it might possibly have 
been about 19 per cent greater (the increase of strength found 
with the F concretes under such circumstances), or 888 pounds. 
The average strength of these concretes, crushed without cush- 
ions, was 1080 pounds; they are therefore about 18 per cent 
stronger than the mortars. 

The comparison may be tabulated as follows : 

Compressive strength per square inch of bed-surface of — 

F mortar cubes, crushed between wooden cushions, 746 pounds; 

F mortar cubes, crushed without cushions (esti- 
mated) 888 

F concrete cubes, crushed between wooden cush- 
ions 871 " 

F concrete cubes, crushed without cushions. .... 1080 " 

The use of wooden cushions in testing the /^mortars, and 
one half of the F concretes, prevented the measuring of the 
gradual reduction of the length of the cubes under progressive 
compression. The micrometer was applied only in testing those 
/^concretes that were crushed without interposition of wooden 
plates; i.e., one of the lo-inch, i2-inch, 14-inch, 16-inch, and 
18-inch concrete cubes, respectively. 

The strain-curves of the F concretes, and of the mortars 
and concretes marked A and B, made with Norton's cement, 
represented on Strain-sheets V. and VI., are characterized by 
the direction and form of the curve after passing the point 
where the elastic limit is located. The upper part of the curve 
here forms a decided bend, becomes concave toward the axis 
of abscissas, and then with a long sweep runs nearly straight 
and approximately parallel to that line until fracture takes 
place. With the material just named, micrometer observations 
could in most cases be continued until the end, or close to it, 
as no violent separation of parts took place, and cracks, if ap- 
pearing at all, did so only just previous to disintegration. The 



TESl'S OF CEMENT MORTARS AND CONCRETES. 85 

final part of the curves proves that with these mortars and con- 
cretes the rate of compression augments rapidly under slight 
increments of pressure near the end of the operation. In this 
respect the curves are materially different from those of the 
cubes of freestone and neat cement (Strain-sheets I. to IV.), 
which indicate a considerable amount of rigidity as the ultimate 
load is approached. 

An examination of the strain-curves of the F concretes ren- 
ders it again apparent that during the initial stages of loading 
the compression of the smaller cubes progresses faster than that 
of the larger cubes. The marked breaks in the initial part of 
the diagram, especially of the 14'', 16", and 18'' cubes, show 
that internal strains of some kind existed in the mass, caused 
probably by irregular setting after moulding. The groups of 
particles under abnormal internal strain were weakened and 
more or less disintegrated when a moderate pressure was ap- 
plied from the outside. 

Elasticity. — The data in Special Table III. and Strain- 
sheet V. approximately fix the modulus of elasticity of F con- 
cretes ; the 14-inch cube was ignored, its diagram being too 
irregular. 

Making proper allowance for the actual area of bed-surface 
and' for the length of the cubes, we have for the formula, 

^ = 7- X /. 

For lo-inch /^concrete cube, Z = 10". 22; /=.oii''; /= 501 lbs. I — '- 1 

' ■" ^^ \ 101.5 / 

For 12-inch /" concrete cube, Z = I2".02; /=.oi6", /=6iqlbs. | — ^ 1 

\ 145-2 / 

For 16-inch /" concrete cube, Z = 16 '. 16; / = .017';"; /= 6iq lbs. | '- — — i 

■^ ^ \ 258.4 ; 

For 18-inch i^ concrete cube, Z = 18". ig: /= .0240"; /= 749 lbs. I '■ 1 

Therefore, 

Modulus of elasticity for 10 inch cube F. 549,093 lbs. 

Modulus of elasticity for 12-inch cube F. 465,024 lbs. 

Modulus of elasticity for 16-inch cui:)e F. 571,600 lbs. 

Modulus of elasticity for 18-inch cube F. 567,397 lbs. 

Average modulus of elasticity of Newark Co.'s Rosendale cement 

concretes, approximately 538,349 lbs. 



86 



TESTS OF CEMENT MO Ji TARS AND CONCRETES. 



As might be expected, concrete compresses more rapidly 
than freestone or neat Portland cement. Comparing the lo- 
inch and 1 2-inch cubes of these materials, we have : 



Material. 


Compression in Inches under Pressure of— 


50,000 lbs. 


100,000 lbs. 


150,000 lbs. 


200,000 lbs. 


lo-inch Freestone Cube 


0.0092 


0.0167 


0.0207 


0.0277 


lo-inch Cement Cube 


0.0056 


. 0098 


0.0127 


0.0138 


lo-inch F Concrete Cube 


0.0088 


0.0320 


Exhausted. 




12-inch Freestone Cube 


. 0090 


0.0183 


0.0199 


0.0244 


i2-inch Cement Cube 


. 0034 


0.0057 


0074 


0.0098 


i2-inch F Concrete Cube 


0.0082 


0.0210 


0.0560 


Exhausted. 



In every case the rate of compression is much more rapid 
with concrete than with cement. Under 50,000 pounds pres- 
sure the length of the concrete cube is reduced about as much 
as that of freestone, but under greater loads the latter material 
shows greater resistance to compression. 

Resilience. — The total resilience of cubes of concrete made 
with Newark Company's Rosendale cement is about half that 
of corresponding cubes of neat Dyckerhoff Portland cement. 
Their resilience within the elastic limit is small in comparison 
with their total resilience ; the material differs in that respect 
from Dyckerhoff cement and freestone. This is shown in Table 
U, which gives the loads and resilience, both within the elastic 
limit and at the moment of fracture; also similar data for those 
cubes of neat cement and freestone whose ultimate resilience 
was directly measured. With the 12-inch and 16-inch concrete 
cubes the ultimate resilience was not directly measured. The 
i2-inch cube broke under a load of 161,600 pounds ; the microm- 
eter was removed at 160,000 pounds, when the resilience 
amounted to 11,862 inch-pounds. The 16-inch cube broke 
under a load of 268,000 pounds, but the micrometer was taken 
off when the pressure had reached 260,000 pounds with an 
accumulated resilience of 18,219 inch-pounds. These differences 
of pressure being quite small, the final amounts of resilience 
were estimated, assuming the curve of the strain-diagram be- 
yond the last measurement to be a true parabola. 



TESTS OF CEMENT MORTALS AND CONCRETES. 



87 



The computed total resilience of the 12-inch concrete cube 
is 12,221 inch-pounds; that of the 16-inch cube, 19,586 inch- 
pounds. 



TABLE U. 

Elastic and Ultimate Resilience of Cubes of Concrete made with 
Newark Company's Rosendale Cement, of Neat Dyckerhoff Port- 
land Cement, and of Freestone, 



Size of Cubes. 



ID-inch 

12 " 

16 " .... 
j8 " .... 
g-inch, d. 
II " d. 
II " e. 
" " /■ 



Material. 



i^ concrete. 



Dyckerhoff Portland Cement 



Haverstraw Freestone. 



Elastic 
Resilience, 


Ultimate 
Resilience. 




Load in 
Pounds. 


Inch- 
pounds. 


Load in 
Pounds. 


Inch- 
pounds. 


t 


60,000 


3" 


120,000 


9,663 




90,000 


754 


161,600 


12,221 




160,000 


1,586 


268,000 


19,586 




230,000 


2,860 


331,000 


23,811 




280,000 


2,307 


390,000 


5,760 




500,000 


6,14s 


674,000 


18,157 




500,000 


6,340 


690,200 


19,123 




400,000 


3,600 


645,600 


15,198 




500,000 


6,225 


710,000 


24,185 




260,000 


3,505 


388,000 


9,516 





Ratio of 

Elastic 

Resilience 

to Ultimate 

Resilience. 



I to 31 .0 
I to 16.2 
I to 12.4 
I to 8.3 
I to 2.5 
I to 3.0 
I to 3.0 
I to 4.2 
1 to 3.9 
I to 2.7 



This table shows that cubes of freestone or Portland cement 
will probably safely resist for an indefinite number of times 
blows of a certain energy which represents a much larger frac- 
tion of their ultimate resilience (varying between -g-J-g- and J) than 
concrete cubes of Newark Co.'s Rosendale cement. It would 
also appear that with these concrete cubes the ratio of elastic 
to ultimate resilience becomes greater as the size of cube in- 
creases ; it must, however, be remembered that only one cube 
of each size was available for tests of this kind. 



MORTARS AND CONCRETES OF NORTON'S CEMENT. 

As shown in a preceding table (S) of this report, there were 
two kinds of mortar a^d concrete made with this cement, 
differing from each other in the proportion of sand used in 
making the mortar. The kind marked A was richer in cem- 
ent, the proportion being i volume of cement paste to ij 



88 TESTS OF CEMENT MORTARS AND CONCRETES. 

volumes of sand ; for B mortar the proportion was i volume of 
cement paste to 3 volumes of sand. Six volumes of broken- 
stone were added for concrete. 

The following are the average weights and specific gravities 
of this material : 

Specific Gravity, Weight per cubic foot. 

A mortar 1.916 1 19-75 pounds. 

A concrete 2.283 142.68 " 

B mortar 1.871 116.94 " 

B concrete 2.217 138.56 " 

The age of these mortars and concretes when tested was a 
few days over 3 years and 10 months ; they were therefore 
more than twice as old as those made of Newark Co.'s Rosen- 
dale cement. They were broken without interposition of 
wooden cushions. The cubes tested measured 4, 6, 8, 12, and 
16 inches on a side, respectively ; there were two cubes of each- 
size in every set of mortars and concretes. 

The tests show that — 

1. Mortars are generally not as strong as concretes made 
with those mortars. 

2. The sets of mortars and concretes richest in cement 
proved stronger than the others. 

3. The smallest (4-inch) cubes in each of the four sets were 
decidedly the strongest of the lot. 

4. There is no apparent law of increase or decrease of 
strength per square inch of bed-area, as the size of cubes in- 
creases. 

The foregoing statements are based on Table V, opposite. 

Comparing the richer mortars and concretes {A) of Table V 
with each' other, the average strength of all of the cubes of 
each material is about the same, but the concretes are stronger 
than the mortars in the 4-inch, 12-inch, and 16-inch cubes. In 
Class j5, with a smaller proportion of cement, the concretes are 
on the average about 16 per cent stronger than the mortars. 
The richer A mortars show an average of nearly 45 per cent 
more strength than the B mortars ; the A concretes 34 per cent 
more strength than the B concretes. 



TESTS OF CEMENT MORTARS AND CONCRETES. 



89 



TABLE V. 

Compressive Strength of Cubes of Mortar and Concrete made with 

Norton's Cement. 



A7n Mortar. 
Composition- i vol. 
Cement and i^ vols. 
Sand. 


Strength in Pounds. 


Ac Concrete. 
Composition: i vol. 
1 Cement, i^- vols. 

Sand, and 6 vols. 

Broken Stone. 


Strength in Pounds. 


Per square 
inch ot bed. 


Average. 


Per square 
inch of bed. 


Average. 


4-inch Cube, a 

4 " " b 

6 " " a 

6 " *' b 

8 " '• a 

8 " " b 

12 " " a 

12 " " b 

16 " " a 

16 " " b 


2,032 

2,053 
1,378 
1,303 
t.640 
1,853 
1,326 
1,366 
1,254 
1,240 


V. 2,042 
• 1,340 
i 1,746 . 
j- 1,346 ^ 
(• 1,247 


4-inch Cube, a 

4 " " b 

6 " " a 

6 " " b 

8 " " a 

8 " " b 

12 " " a 

12 '' " b 

16 " " a 

16 " " b 


2,320 

2,323 
909 
1,016 
1,352 
1,516 

1,503 
1,617 
1,466 
1,429 


(. 2,322 
\ 963 
- 1,434 ' 
'- 1,560 - 
(• 1,447 


Bm Mortar. 
Composition: i vol. 
Cement, and 3 vols. 
Sand. 






Be Concrete. 
Composition: i vol 
Cement, 3 vols. Sand, 
and 6 vols. Broken 
Stone. 






4-inch Cube, a 

4 •• " b 

6 " " a. 

6 '■■ '• b 

8 " " a 

8 " " b.... 
12 " " a 

T2 " " b 

16 " " a 

16 " " 3 


1,483 
1,166 
780 
721 
848 
732 
679 
696 

749 
687 


V ^,324 
j- 750 
j- 790 

- 688 
j- 718 


4-inch Cube, a 

4 " " b 

6 " " a 

: 6 " '• b 

: 8 " " a 

: 8 " " b 

12 " " a 

12 " " b 

16 " " a 

16 " " b 


1,551 
1,715 
1,009 

991 
879 

844 
744 
756 
858 
828 


t 1,000 
j. 86r . 
j- 765 . 
\ 843 



COMPRESSION, SET, ELASTICITY, AND RESILIENCE OF MOR- 
TARS AND CONCRETES MADE WITH NORTON'S CEMENT. 

[Special Tables IV., V., VL, and VII., and Strain-sheets V. and VI.] 

Compression and Set. — As samples of this class failed 
without explosive disruptions of spawls from the surface, the 
micrometer was used in most instances until the end of the op- 
eration. 

The diagrams resemble those obtained with the concrete 
cubes of Rosendale cement. The initial part of the strain '^urve 



90 7'ESTS OF CEMENT MORTARS AND CONCREITES. 

again discloses defective homogeneity in regard to strain — more 
strikingly so in th'e larger cubes than in the smaller ones. The 
fact that all of the cubes were practically of the same age when 
broken may account for this result ; the seasoning of the smaller 
cubes was perhaps further advanced. 

In nearly all of these diagrams the curve is at first convex 
toward the axis of abscissas ; it then ascends for a short length 
about tangentially to the convex curve, then bends over, form- 
ing a concave curve, and thus continues in nearly a straight 
course to the end, diverging but slightly from a direction paral- 
lel to the axis of abscissas. 

The diagram of 12-inch mortar cube a^ Class A^ presents an 
exceptional appearance, quite different from its mate, 12'' cube 
b, and from the other samples generally. It is from the begin- 
ning distinguished by a very rapid rate of compression with 
corresponding large sets. When the load had risen to 50,000 
pounds, the permanent set was 0.052 inch, or about 17 times as 
much as that shown by the companion cube under the same 
circumstances. On reaching 100,000 pounds the set had in- 
creased to 0.076 inch — about 13 times the amount of set of the 
other cube. From this point forward the curve, which thus far 
had been rather convex toward the axis of abscissas, is reversed 
and becomes concave, gradually changing to a nearly straight 
line when approaching the point of fracture. Despite the un- 
common rate of compression and set of this specimen, its ulti- 
mate strength was only about 3 per cent less than that of the 
other cube of the same size and class. A part of the general 
giving way of the piece under pressure, especially during the 
first half of the operation, may possibly be ascribed to the fact 
that the plaster which coated the bed-faces was slightly thicker 
than in other cases. The plaster at the close of the operation 
was found to be somewhat soft and yielding. It is believed, 
however, that there must have been some more important cause : 
the cement may have been in a somewhat softer condition than 
in the other mortar cubes. 

Elasticity. — The elastic limit is more distinctly marked in 
the diagrams of the larger A and B cubes than in those of the 



TESl'S, OF CEMENT MORTAR^ AND. CONCRETES. 9 1 

smaller ones. It must be borne in mind that the elasticity of 
mortar and concrete is far from being perfect ; the irregularities 
of the diagrams, the numerous deviations from a straight line 
below the limiting point, and the considerable amount of per- 
manent set observable at an early stage of the operation of 
testing, show that the term elasticity can be used here only in 
a restricted sense. For the limit of such imperfect elasticity as 
is peculiar to the artificial compounds in question, that point is 
taken at which the line of the diagram decidedly changes its 
former direction, with a tendency to incline toward the axis of 
abscissas. 

In the 8-inch mortar and concrete cubes this change of 
direction occurs so gradually that it is difificult or impossible 
to fix upon any point as the elastic limit. A glance at the dia- 
grams shows that this point is much more easily recognized in 
the 1 6-inch cubes, or even in the 1 2-inch cubes. These two 
kinds of cubes were therefore selected for determining the 
modulus of elasticity, omitting two cubes of Class A, viz., 12- 
inch mortar cube a on account of its abnormal behavior, and 
1 2-inch concrete cube b, for which the point corresponding to 
the elastic limit cannot be recognized. 

In Table W the approximate moduli of elasticity are ob- 
tained. 

In each class the modulus of compressive elasticity of the 
concretes is higher than that of the mortars ; within the elastic 
limit the concretes are therefore stiffen The mortars and con- 
cretes of Class A, which contain a larger proportion of cement, 
are within that limit more rigid, or less compressible than those 
of Class B. 

Resilience. — The total resilience of cubes of classes A and 
B could be directly observed and computed from actual meas- 
urement in twenty cases out of twenty-four. In the remaining 
four cases the micrometer observations were continued to 
within from \\ to 4 per cent of the ultimate load. For these 
cubes the probable area of resilience from the last point of 
direct observation to the final moment was computed by the 
method already explained. 



92 TESTS OF CEMENT MORTARS AND CONCRETES. 



TABLE W. 







Values of— 




Modulus of 


• 


L 


/ 


/ 


Elasticity. 


A Mortar: 










For i2-inch Cube, b 


12". 11 


0.0150" 


110,000 

= 761 

144-5 


614,381 pounds. 


" i6 " " a. 


16". 13 


0.0192'' 


200,000 


656,121 " 


256.2 


" i6 " " b 


16". 17 


0.0182" 


200.000 


653,908 " 


258 


Average 


641,470 pounds: 


A Concrete : 








For i2-inch Cube, a 


12". 12 


0.0130" 


1 10.000 
143 


707,621 pounds: 


" i6 " " a 


16". 20 


0.0160" 


200,000 


782,662 " 


" 16 " " b 


i8".27 


0.0180" 


220.000 

= 855 
257-4 


772,825 " 


Average 


754,369 pounds. 


B Mortar: 








For 12-inch Cube, a 


I2",o8 


0.0083" 


60.000 

= 414 
145 

60.000 


602,545 pounds. 


" 12 *' " b.^ 


12" 14 


0.0090" 


— 410 
146.2 


553-044 " 


" 16 " " a....... 


16''. 10 


0.0140" 


120,000 

- 463 
259-4 


532,450 " 


" 16 " " b 


16''. 09 


0.0172" 


120.000 


436,862 " 


Average 


531,225 pounds; 


B Concrete: 








For i2*inch Cube, a 


I2".I7 


0.0080" 


60,000 

- - = 413 

145-44 


628,276 pounds. 


" 12 " " b 


I2".I4 


0.0075" 


70.000 

= 482 

145-3 


780,197 " 


" 16 " " a 


i6".2r 


0.0200" 


160,000 , „ 

7. = 618 

258,7 


500,889 " 


" 16 " " b 


16". 24 


0.0180" 


160,000 

= 620 

259-5 


559,378 " 


Average 


616,935 pound.s: 











Table X shows the resilience of the several kinds of cubes 
made with Norton*s cement. 



TMSTS OF CEMENT MORTARS AMD CONCRETES. 93 



TABLE X. 

Resilience in Inch-pounds of Cubes of Mortar and Concrete made 

WITH Norton's Cement. 



Kind of Material, 

Size and Makk of 

Cubes. 



^ Mortar: 

,j vo]. Cement Paste, 
\\ vols. Sand. 

■.8-iach Cube, a 



.^6 " 

A Concrete: 

1 vol. Cement Paste, 
i^ vols. Sand, 6 
vols. Broken Stone. 

8-inch Cube, a 

b 



i6 
i6 



B Mortar : 

,1 vol. Cement Paste, 
3 vols. Sand. 

•S-inch Cube, a 

8 " " b 



i6 " " a 

i6 " " b 

B Concrete : 

1 vol. Cement Paste, 
3 vols. Sand. 6 vols 
Broken Stone. 

Srinch Cube, « 

8 " " b 



i6 
i6 



Load when 

Micrometer 

was removed. 



106,000 pounds 
120,000 " 
192,000 " 
190,000 " 
321,200 " 
320,000 " 



87,600 pounds 
97,900 " 
215,400 " 
228,300 " 
379,200 •' 
368,000 " 



54,250 pounds 

47,250 

98,500 " 
101,600 " 
194,200 " 
176,750 " 



54,300 pounds 

55,000 
112,650 
109,900 
222,100 
215,000 



Resilience 
when Mi- 
crometer was 
removed. 



1,913 

2,663 
10,844 

6,173 
13,820 
11,366 



4,962 

7,242 

14,700 

19,381 

61,523 
34,660 



1,026 
1,225 
3,197 
3,175 
8,233 
6,943 



1,678 
1,812 
7,101 
4,657 
13,234 
14,974 



Ultimate Load. 



106,000 pounds 
120,000 *' 
192,000 " 
197,400 " 
321,200 " 
320,000 " 



87,600 pounds 
97,900 

.2lS,IOO 

232,900 
379,200 
368,000 



54,250 pounds 

47,250 " 

98,500 " 

101,600 " 

194,200 " 

176,750 



56,400 pounds 

55,000 
112,650 
109,900 
222,100 
215,000 



Ultimate 
Resilience. 



1-913 
2,663 
10,844 
*6,923 
13,820 
11,366 



4,962 

7,242 

*i5,26o 

*2o,576 

61,523 
34,660 



1,026 
1,225 
3,197 
3,175 
8,233 
6,943 



1,812 

7,101 

4,657 

13,234 

14,974 



Average 
Ultimate 
Resilience. 



[ 8, 



12,593 



j- 6, 102 
[ 17,918 
[ 48,' 



,092 



I" 1,125 
[ 3,186 
j- 7,588 



\ ..^ 



\ 4,657 
) 14,104 



In the foregoing table the figures denoting ultimate resili- 
ence marked ^ are estimated for the final part, the micrometer 
observations having in these cases not been carried quite up to 
the breaking-point. 



94 



TESTS OF CEMENT MORTARS AND CONCRETES. 



The table proves clearly the superior resilience of concretes 
over the mortars which form their matrix ; also, that this capac- 
ity of resisting concussion, etc., is much increased in mortars 
and concretes by increasing the amount of cement entering in- 
to their composition. 

In Table Y the first line of numbers of inch-pounds of resili- 
ence, for each set or class, are the averages taken from Table X. 
The second and third lines give the figures which would obtain 
if the resilience were exactly proportional to the mass, as sug- 
gested in former parts of this report. The figures of the sec- 
ond line are based on the observed average resilience of the 
8-inch cubes, and in the third line on the observed average 
resilience of the 1 2-inch cubes. A fourth line is added, which 
gives the averages of the second and third lines. 

TABLE Y. 

Relating to the Question whether the Resilience of certain Build- 
ing Material is proportional to its Mass, applied to Cubes of 
Mortar and Concrete made with Norton's Cement. 



Kind of Material, etc. 



A Mortar (i vol. Cement, i^^, vols. Sand): 

1. Resilience according' to Table X 

2. Resilience, if proportional to mass, 8" cube as basis 

3. Resilience, if proportional to mass, 12" cube as basis 

4. Resilience, means of 2 and 3. 

A Concrete (i vol. Cement, i}^ vols. Sand, 6 vols. Broken Stone): 

1. Resilience according to Table X 

2. Resilience, if proportional to mass, 8" cube as basis 

3. Resilience, if proportional to mass, 12" cube as basis 

4. Resilience, means of 2 and 3 

B Mortar (i vol. Cement, 3 vols. Sand): 

1. Resilience according to Table X 

2. Resilience, if proportional to mass, 8" cube as basis 

3. Resilience, if proportional to mass, 12" cube as basis 

4. Resilience, means of 2 and 3 

B Concrete (i vol. Cement, 3 vols. Sand, 6 vols. Broken Stone): 

1. Resilience according to Table X 

2. Resilience, if proportional to mass, 8" cube as basis 

3. Resilience, if proportional to mass, 12" cube as basis 

4. Resilience, means of 2 and 3 



Resilience in Inch 


8-inch 
Cube, 


12-inch 
Cube. 


2,288 


8,883 


2,288 


7,722 


2,632 


8,883 


2,460 


8,302 


6,102 


17,918 


6,102 


20,594 


5^309 


17,918 


5,705 


19,256 


I,T25 


3,186 


1,152 


3,880 


944 


3,186 


1,048 


3.533 


1,846 


4,657 


1,864 


4,660 


1,742 


5,879 


1,803 


5,269 



16-inch 
Cube. 



12,593 
18,304 
21,056 
19,680 

48,092 
48,816 
42,472 
45,644 

7,588 
9,216 

7,552 



14,104 
14,912 
13.955 
14,433 



TESTS OF CEMENT MORTARS AND CONCRETES. 95 

Material deviations from the supposed law are seen only in 
the i6-inch cubes of A mortar. They are partially explained, 
as far as the figures of the first line of that series are concerned, 
by the high average of observed resilience of the 12-inch cubes 
(due to the great amount of resilience developed by 12-inch 
cube a, the abnormal behavior of which has already been com- 
mented on). 

In the other three series of Table Y, considering the fact 
that in each class only two specimens of the same size of cube 
were available, the computed figures approach those derived 
from direct observation sufficiently near to increase the possi- 
bility of the truth of the law that resilience of cubes is propor- 
tional to the mass. 

The concretes are greatly superior in resilience to the mor- 
tars which enter into their composition. The A concretes pos- 
sess on the average about three times as much resilience as the 
A mortars ; the B concretes about twice as much as the B mor- 
tars. 

The advantage of a liberal proportion of cement in the 
composition of mortars is also clearly demonstrated. The 
richer mortars {A) possess about twice the resilience of the 
B mortars ; and the richer {A) concretes an average of about 
3.3 times that of the B concretes. 

MORTARS AND CONCRETES OF NATIONAL PORTLAND CEMENT. 

This cement was used in preparing one set of mortar cubes 
and one set of concrete cubes. Each set embraced 4-inch, 6-inch, 
8-inch, 12-inch, and 16-inch cubes, respectively, there being two 
cubes of each size. 

The mortar consisted of i volume of cement paste and 3 
volumes of sand. To this mixture were added 6 volumes of 
broken stone for the concrete. 

Specific gravity of mortar = 1.92. weight per cubic foot = iig pounds. 
Specific gravity of concrete = 2.249, weight per cubic foot = 140 5 " 

The age of these cubes when broken was about 3 years 10 
months and 5 days: identical, within a few days, with the age 



96 



TESTS OF CEMENT M 01^ TARS AND CONCRETES. 



of the mortars and cements made with Norton's cement. They 
were tested without interposing wooden cushions. 

The mortars and concretes of this cement are marked Cm 
and Cc, respectively, in the tables accompanying this report. 

Table Z gives the observed crushing loads of the cubes, and 
the resulting averages, per square inch of bed-surface. 

TABLE Z. 

Compressive Strength of Cubes of Mortar and Concrete made with 
National Portland Cement. 



Cm Mortar. 
Composition: i vol. 
Cement, 3 vols. 
Sand. 



4-inch Cube, a. 



16 
16 



b.. 
a., 
b.. 



Strength in Pounds. 



Per square 
inch of bed. 



3,612 
3,288 
2,768 
2,542 
2,586 

2,35^ 
2,472 

2,396 
2,501 

2,537 



Average. 



3,450 

2,655 
2,469 

2,434 
2,519 



Cc Cement. 

Composition: 1 vol. 

Cement, 3 vols. Sand, 

6 vols. Broken 

Stone. 



4-inch Cube, a 

4 
6 
6 



Strength in Pounds. 



Per square 
inch of bed. 



3,923 
4,105 
2,436 
2,823 
3,058 
2,993 
2,540 
2,840 
2,880 
3,077 



Average. 



(. 4,014 

C 2,629 

)r 3,025 

V 2,690 



[ 



2,978 



The concretes carry a heavier dead load than corresponding 
mortars by about 13.5 per cent. The smallest cubes are again 
the strongest, relatively, in their set ; the 4-inch mortar cubes 
exceed by 27 per cent the average strength per square inch of 
the other cubes of their set; the 4-inch concrete cubes exceed 
the average of the other concrete cubes by 29 per cent. 

An opportunity is here afforded to note the influence of the 
quality of the cement upon the compressive strength of mortars 
and concretes. Cla.ss B of mortars and concretes prepared with 
Norton's cement is in every respect, including age, identical 
with Class C, for which National Portland cement was used. 
Comparing the average crushing loads per square inch of bed- 
surface of the latter class of samples (Table Z) with those of 
Class B (Table V), we find that the National Portland cement 



TESTS OF CEMENT MORTARS AND CONCRETES. 97 

mortars are fully three times as strong as the Norton mortars, 
and the same ratio exists between the concretes. The 6^ mor- 
tars and concretes are also stronger than those of the A class 
of Norton's cement, although the latter contain twice as much 
cement. The C mortars exceed the average strength of the 
A mortars by 75 per cent ; the C concretes surpass the A con- 
cretes fully 100 per cent. 

As Norton's cement enjoys a good reputation in the market, 
these results speak well for the brand known as National Port- 
land cement. 



COMPRESSION, SET, ELASTICITY, AND RESILIENCE OF MORTAR 
AND CONCRETE MADE WITH NATIONAL PORTLAND CEMENT. 

[Special Tables VIII. and IX., and Strain-sheets VI. and VII ] 

Compression and Set. — The rate of compression was meas- 
ured for the 8-inch, 1 2-inch, and 16-inch cubes, both mortars 
and concretes. In every instance the micrometer observations 
were continued to the moment of fracture. The superior com- 
pressive strength and stiffness of National Portland cement 
mortars and concretes, compared with the corresponding cubes 
of the two classes of mortars and concretes of Norton's cement, 
are quite apparent when the strain-sheets are inspected. The 
National cement shrinks less under equal loads than the cubes, 
of the Norton cement classes, and after passing the elastic limit, 
which, however, can be but roughly located, the final sweep of 
the strain-curve to the terminal point is much shorter and more 
curved than with the A and B specimens. 

The existence of internal, unbalanced strain, successively 
overcome in the first stages of loading, is indicated in the C 
mortars by the irregular broken line presented by the diagrams 
in rising up from the axis of abscissas. There are slight traces 
of convexity toward the axis of abscissas, excepting with 8-inch 
cube b. Deficiencies in homogeneity of structure, nearly up 
to the point of fracture, are especially noted in 12-inch mortar 
cube a. 
7 



98 TESTS OF CEMENT MORTARS AND CONCRETES 

The C concrete cubes are also defective in homogeneity, 
both as to strain and as to structure, but in a lesser degree than 
the mortars. The final sweep of the strain-curves toward the 
breaking-point is comparatively much longer than with the 
mortars — an indication of greater tenacity. 1 2-inch cube a^ 
Strain-sheet VII., is remarkable for the sudden change of direc- 
tion of the line at 160,000 pounds; the elastic limit is here 
clearly defined. 

Both in strength and in general configuration of diagrams, 
the National Portland cement mortars and concretes form a 
sort of medium between those made with Norton's cement on 
one side, and neat Dyckerhoff Portland cement on the other. 
The data of gradual compression contained in the Special Tables 
(Table II. for the neat cement, and Tables VIII. and IX. for 
the C cubes) from which the strain-diagrams were constructed 
show that in the 8-inch C cubes compression proceeds at about 
the same rate as in the 8-inch cement cubes up to 100,000 
pounds ; but when this load was reduced to 1000 pounds the 
permanent set of the C mortars averaged about \\ times that 
of the cements, that of the concretes 2^ times. ■ The C com- 
pounds suffer, therefore, more permanent change of form than 
the cements. Beyond 100,000 pounds the compression and set 
of the mortars, and still more that of the concretes, proceed at 
a faster rate than that of the cements. 

For the 12-inch cubes, neat cement and 6^ mortars compress 
at about equal rates up to 200,000 pounds ; further on, the 
superior rigidity of the Dyckerhoff cement asserts itself. The 
1 2-inch concretes compress throughout more rapidly than the 
1 2-inch cement cubes. At 200,000 pounds their average per- 
manent set is 0^^0075 against o'^oo22 for neat cement ; at 
300,000 pounds the average set of the concretes is o''.0248, or 
just eight times as much as that of the cements. 

Elasticity. — It is with difficulty, and with considerable doubt 
as to the correctness of the results, that the modulus of elas- 
ticity of the C cubes is determined. From the Special Tables 
and Strain-sheets the following table is prepared : 



TESTS OF CEMENT MORTARS AND CONCRETES. 



99 



TABLE A,. 

Moduli of Elasticity of Cubes of Mortar and Concrete made with 

National Portland Cement. 



£=- xy. 



Kind and Size of 
Cubes. 



C Mortar : 

8-inch cube, a. 
b. 



i6 
i6 



Average 

C Concrete : 

8-inch cube, a. 



16 
16 



Average 



Breaking 

Load. 
Pounds. 



16a, 000 
150,000 
357,000 
345,600 
650,000 
654)500 



196,500 
193,500 
367,000 
410,000 
747,000 
800,000 -|- 



Limit of Area of 
Elasticity Bed. 
Pounds. Sq. ins. 



130,000 
110,000 
240,000 
240,000 
460,000 
480,000 



110,000 
70,000 
160,000 
240,000 
440,000 
480,000 



64.96 

63.76 

144.60 

144.24 

259-85 
257.90 



64.24 
64.64 
144.48 
144.36 
259.40 
260.00 



•13 
.12 

•15 
•15 
.24 
.20 



.0122 
.0165' 
.0125' 
.0132' 
.0140' 
.0180' 



.0132' 
.0082' 
.0100' 
.0150' 
.0170' 
.0162' 



Pounds. 



2,001 

I1725 
1,729 

1,664 
1,770 



1,712 
1,083 
1,107 
1,663 
1,695 
1,846 



Modulus 

of 

Elasticity 

Pounds. 



i»333i453 
862,500 
1,680,590 
1,531,636 
2,053,500 
1,674,900 



1,522,665 

1,068,700 
1,084,200 

1,349,433 
1,350,360 
1,614,238 
1,850,558 



1,386,248 



If we compare the averages of this table with the average 
modulus of elasticity of Dyckerhoff cement, we find that the 
C mortars are in that respect identical with the cement, while 
the modulus of the concretes is about 10 per cent lower. 

With regard to Norton's cement mortars and concretes of 
Class B, which have in composition the same proportions as the 
C cubes, it is found that, within the elastic limit, the B mortars 
compress three times as much as the C mortars, and the B con- 
cretes about twice as much as the C concretes. 

There is some doubt as to whether these average moduli 
express exactly the elastic status of the material. The last 
table shows a gradual rise of the modulus as the sizes of cubes 
increase. The same occuns, though in a much less marked 



lOO TESTS OF CEMENT MORTARS AND CONCRETES. 

degree, in the A mortars and concretes, but the reverse occurs 
in those of Class B. With the Dyckerhoff cement cubes, 8-inch, 
9-inch, and lo-inch cubes have the lowest moduli, and the ii- 
inch and 1 2-inch cubes the highest. The modulus of the lo- 
inch freestone cubes is about 12 per cent lower than that of 
the 12-inch cubes. 

The diagrams show distinctly that in every case the initial 
or lower part of the strain-curves of the lesser cubes is more 
inclined toward the axis of abscissas than that of the larger 
cubes, or that their rate of compression under equal loads is 
greater. When the limit of (imperfect) elasticity is reached 
with the larger cubes, their compression has not advanced as 
much in proportion to their size as that of the smaller specimens 
at the same point, and this circumstance may account for the 
difference in the moduli. 

Resilience. —The micrometer having been kept on to the 
end of the operation for every piece prepared with National 
Portland cement, the ultimate resilience could be directly 
measured. Two of the twelve cases under consideration are 
rather exceptional. 8-inch mortar cube b broke when the load 
of 150,000 pounds had been put on a second time. From 
100,000 to 150,000 pounds the set was 0^^0045, or as much as 
from 1000 pounds to 100,000 pounds. When the pressure of 
150,000 pounds was reached the first time the micrometer 
showed a compression of 0.025 inch ; on the second application 
of the same load the compression increased to 0.031 inch, and 
the piece failed. The other case is 16-inch concrete cube by 
which proved quite refractory. 

When the available maximum load of 800,000 pounds had 
been put on there were no signs of impending fracture. 

The piece was only broken upon a fifth application of the 
maximum load. The details connected with this experiment 
are discussed farther on. 

The following Table B shows the approximate amounts of 
resilience of mortar and concrete cubes C at the elastic limit 
and at the crushing load : 



TESTS OF CEMENT MORTARS AND CONCRETES. lOI 



TABLE Bi. 

Resilience at Elastic Limit and at Crushing Load of Cubes of Mor- 
tar AND Concrete made with National Portland Cement. 

Composition: Mortar C-= i vol. Cement Paste, 3 vols. Sand. 

" Concrete C = I vol. Cement Paste, 3 vols. Sand, 6 vols, broken Stone. 





Resilience of Elastic Limit. 


Resilience at Crushing Load. 


Material and Size 
OF Cubes. 


Load. 
Pounds. 


Inch-pounds. 


Load. 
Pounds. 


Inch-pounds. 




Of Cube. 


Average. 


Of Cube. 


Average. 


C Mortar: 

8-inch cube, rt 

8 " " b 

12 " " a 

12 " " b 

16 " " a 

16 " " b 

C Concrete: 

8-inch cube, a 

8 " " b 

12 " " a 

12 " " b 

16 " " a 

16 " '' ' b 


130,000 
110,000 
240,000 
240,000 
460,000 
480,000 

110,000 
70,000 
160,000 
240,000 
440,000 
480,000 


803 

702 

1,422 

1,603 

3,515 
4,660 

472 

252 

644 

1,546 

4,012 

3,934 


\ 752 
\ 1,512 
\ 4,087 

1 362 
j- 1,095 
\ 3,973 


168,000 
150,000 
357.400 
345,600 
650,000 
654,500 

196,500 
193,500 
367,000 
410,000 
747,000 
8oo,ooo-|- 


2,154 
1,832 

5,957 

6,457 

10,451 

14,803 

6,548 
6,297 
18,505 
14,082 
47,316 
83,130 


\ 1,993 
\ 6,207 
r 12,627 

r 6,422 
[ 16,293 
j- 65,223 



The absolute resilience of the concretes is again far superior 
to that of the corresponding mortars. The 6^ mortars are about 
twice as resilient as the B mortars, which have the same pro- 
portion of sand ; and the C concretes are about four times as 
resilient as the B concretes. In absolute resilience, classes A 
and C are about equal ; A having twice the amount of cement 
(Norton's) in its composition that C has. 

With respect to resilience at the elastic limit, the National 
Portland cement cubes are decidedly superior to those of 
Norton cement : but the C mortars possess somewhat more 
resilience than the C concretes, while with Norton cement the 
reverse is the case. It is possible that if more samples had 
been available these relations might have been changed. 

Using the averages of total resilience, as given in Table B^, 



102 TESTS OF CEMENT MORTARS AND CONCRETES. 

Table C^ is formed, to investigate whether the C class of cubes 
conform to the problematic rule that the resilience of cubes is 
about proportional to their mass. 



TABLE Ci. 

Relating to the Question whether the Resilience of certain Build- 
ing Material is Proportional to its Mass. Applied to Cubes of 
Mortar and Concrete made with National Portland Cement. 



Kind of Material, etc. 



C Mortar (i vol. Cement, 3 vols. Sand) : 

1. Resilience according to Table Cj , 

2. Resilience, if proportional to mass, 8" cube as basis 

3. Resilience, if proportional to mass, 12" cube as basis. . . 

4. Resilience, means of 2 and 3 

C Concrete (t\o\. Cement, 3 vols. Sand, 6 vols. Broken Stone) 

1. Resilience according to Table Cj 

2. Resilience, if proportional to mass, 8" cube as basis 

3. Resilience, if proportional to mass, 12" cube as basis. . , 

4. Resilience, means of 2 and 3 



Resilience in Inch-pounds. 



8-inch 
Cube. 



1-993 
15993 
^,839 
1,916 

6,422 
6,422 
4,828 
5,625 



12-inch 
Cube. 



6,207 
6,726 
6,207 
6,466 

16.293 
21,674 
16,293 
18,983 



16-inch 
Cube. 



12,627 
15,944 
14,713 
15,32s 

65,223 
51,376 
38,620 
44,998 



There is a notable divergence in the i6-inch cubes, both in 
mortars and concretes. For the mortars, the highest calculated 
amount of resilience, line 2, exceeds the observed one by 
nearly 21 per cent ; the lowest, line 3, by about 14 per cent. 
For the concretes, the highest calculated resilience, line 2, is 
about 21 per cent less than the observed one, while the lowest 
figure, line 3, falls short by 41 per cent. With the mortars, 
the discrepancies are not generally very great ; with the con- 
cretes it should be noted that the high average of observed 
resiliences of 16-inch cubes is due to the extraordinary resist- 
ance of 16-inch cube b, which developed nearly twice as much 
resilience as 16-inch concrete cube a. If the computed amount 
of resilience of the 16-inch concrete cubes, lines 2, 3, and 4, are 
compared with the observed resilience of 16-inch cube a 
(47,316 inch-pounds : see Table B^), we find the agreement be- 
tween the several figures quite close. 



TESTS OF CEMENT MORTARS AND CONCRETES. IO3 

The peculiar features of the breakage of 16-inch concrete 
cube b were as follows : The diagram plainly shows that when 
the maximum load had been reached the first time the elastic 
limit had already been passed. The total compression at that 
time was 0^^053. Returning to the initial load of 5000 pounds, 
a permanent set of o^'.027 was noted ; it had therefore recovered 
but one half of the loss of length caused by the first maximum 
load. Putting pressure on again, the compression was meas- 
ured at intervals of 100,000 pounds. The lower part of this 
second diagram is slightly concave toward the axis of abscissas, 
showing some internal strain, still existing ; thence it rises in a 
nearly straight line of less inclination than presented by the 
first diagram up to 700,000 pounds ; the stiffness and elasticity 
had evidently increased. At 700,000 pounds the first crack 
appeared in sight, and up to 800,000 pounds the diagram bends 
downward, though but slightly. The power of resistance was 
evidently not exhausted ; this was also shown by the very 
moderate increase of compression (0^^007) at 800,000 pounds, 
and of permanent set (o''.oo5) on returning again to 5000 
pounds. 

During the third loading observations were made only at 
400,000, 600,000, 700,000, and 800,000 pounds. The rather 
more pronounced concavity of the upper branch of the diagram 
shows that the cube had begun to yield, though slowly. The 
total compression when the maximum load was put on a third 
time was 0^^0665 ; the piece was allowed to rest under that 
load for 10 minutes, at the end of which time the reduction of 
its length had progressed to 0^^0752, an increase of o''.oo87. 

Reducing the load to 5000 pounds, the permanent set now 
amounted to 0^^0415 ; it was visibly increasing. The piece 
was now allowed to rest under this minimum load for 6 
minutes, during which time it actually recuperated slightly, 
recovering o'^ooi of its length, the total set at the end of the 
period being 0^^0405. 

When loading was resumed, compression was again meas- 
ured at every 100,000 pounds. The augmented inclination of 
the diagram toward the axis of abscissas generally, the increas- 
ing convexity of the lower pa^t and more decided concavity of 



I04 TESTS OF CEMENT MORTARS AND CONCRETES. 

the Upper, indicate approaching destruction. The cube was 
again left for lo minutes exposed to the maximum stress of 
800,000 pounds ; the compression increased from o^'.oSl at the 
beginning to 0^^,093 at the end of that time. 

When the pressure was reduced for the last time to 5000 
pounds, the piece was left under this minimum stress for 6 
minutes. At first the permanent set was 0^^055 ; this, after 4 
minutes, was reduced to o^' .0532, which was still recorded at the 
6th minute. 

Pressure was once more put on, and measurements taken at 
every 100,000 pounds. Decided convexity at the lower end, a 
rather straight line for the middle portion, and concavity at the 
upper end characterize the last diagram. When 800,000 pounds 
was reached a fifth time a total compression of 0^^102 was 
recorded. After remaining under the maximum pressure for 
2 minutes the cube yielded quite rapidly and broke to pieces. 
The whole operation had lasted one hour and twenty minutes. 

The question naturally arises what the ultimate load of this 
cube, once applied, might have been if the testing-machine had 
possessed sufficient power to determine it. It seems that an 
approximate estimate can be formed by knowing how much 
resilience was developed by the piece, and assuming that as 
much would have been shown by it if loading had steadily 
progressed up to the point of fracture. The terminal parts of 
the strain-diagrams of the other five concrete cubes made with 
National Portland cement are all similar to each other, and it is 
entirely probable that if sufficient power had been applied the 
diagram of 16-inch cube b would not have been materially 
different from the others, especially not from that of 16-inch 
cube a. A rough computation made with these premises 
shows that the actual crushing load would probably have been 
about 900,000 pounds, corresponding to a strain-curve which 
would represent about the same area of resilience as was 
developed by repeating the maximum load of the machine four 
times. 

The series of operations necessary to break the concrete 
cube just described suggests another more important line of 



TESTS OF CEMENT MORTARS AND CONCRETES. I05 

tests. Wohler's experiments, made under the auspices of the 
Prussian Government in the years from 1858 to 1870, and then 
continued by Spangenberg, have shown that iron and steel can 
be ruptured under pressures considerably below their ordinary 
breaking loads, by repeating the pressure a sufficient number of 
times. 

In calculating the dimensions of different parts of a structure 
the usual method is to adopt some factor of safety, so that each 
piece is strained only a fractional part of its ultimate strength. 
This fraction is made smaller for live loads than for steady 
stresses. Wohler's experiments were designed to ascertain the 
maximum stress, with various amounts of minimum load, which 
could be repeated an indefinitely great number of times without 
injuring the piece. By using a fraction of this limit, a new and 
apparently more scientific and rational factor of safety would 
be obtained. The conclusion based upon the experiments 
referred to, known as Wohler's laws, have since been formulated 
by Launhardt, Weyrauch, and others; also in Appleton's Cy- 
clopaedia of Applied Mechanics. It has been remarked, how- 
ever, by authors writing on the subject, that Wohler's experi- 
ments, although extensive, do not furnish decisive results. It 
is quite certain that the extension of researches of this kind to 
cements, mortars, concretes, etc., has not yet been thought of. 

An obvious reason for the incomplete condition of these 
investigations is the tediousness of loading and unloading a 
single test-piece a great number of times, as was done by 
Wohler. To use the testing-machine at the Watertown Arsenal 
for such purposes would be out of the question. A practical 
alternative would seem to consist in preparing a liberal number 
of samples of some material which should be divided into 
several sets. One set should be used to find the average 
ultimate strength, once applied, noting general behavior, limits 
of elasticity, resilience, and any other points of interest. The 
samples forming the second set should each be subjected to a 
stress a certain percentage less than the ultimate strength, 
recording the number of times such stress had to be repeated 
to produce fracture. The pieces of the other sets would be 



I06 TESTS OF CEMENT MORTARS AND CONCRETES. 

treated similarly, reducing for each consecutive set the terminal 
load in a certain ratio. By such a system of approximation it 
might be possible to determine both graphically and by formulae 
the average compressive load which might be safely repeated 
a very great number of times; such tests would occupy but a 
moderate length of time. 



CHAPTER VII. 
TESTS OF BRICK PIERS. 

The sets of brick piers tested comprised six piers, all of the 
same size, i|- brick in cross-section and six courses high. They 
were built up of common hard, North River brick, laid in 
hydraulic mortar made of i part of Newark Co.'s Rosendale 
cement, and 2 parts of sand. The mortar-joint averaged about 
f of an inch thick. Each pier had a base and cap of North 
River bluestone, of the same cross-section as the pier, with their 
bed-faces rubbed smooth and plane. The height of the brick- 
work between the bluestone varied from 16 to 16^ inches; the 
length of the piers varied from 22 to 23^ inches, including the 
end stones. 

The age of the piers when broken w^as i year g^ months. 

The results of the tests are found in General Table VI. and 
in Compression or Special Table X.; they are graphically repre- 
sented on Strain-sheet VIII. 

The first indications of destructive strain were sharp, snap- 
ping sounds at a comparatively early part of the operations. 
Longitudinal cracks appeared later, at loads averaging about 80 
per cent of the crushing load. The cracks would generally 
follow the line of joints, first on one side and then on the other. 
On approaching the ultimate load, cracks were also formed at 
other places. During the later stages of the operation an 
almost continuous grinding, crackling noise was heard, sounding 
as if fire was raging in the pier. 

The diagrams of the brick piers resemble those of the mor- 
tars and concretes of the Norton cement classes, except that 
the curves of the brickwork are somewhat more regular. It is 
not thought that the interposition of the bluestone flags had 
an appreciable influence upon the form of the brick strain- 
curves, since bluestone is far superior in strength to brickwork, 
and would in the form of prisms of only a few inches in thick- 
ness experience but little change of form at the load which 



io8 



TESTS OF BRICK PIERS. 



destroyed the pier. All of the bluestone flags were perfectly 
sound when the broken piers were removed from the machine. 
The crushing strength of the piers varied from 250,000 to 
291,000 pounds, and averaged 266,587 pounds, equivalent to 
185 1 pounds per square inch, or 119 gross tons per square foot. 
The following table gives a comparison of the breaking strength 
of the piers and the 12-inch cubes of the several mortars and 
concretes, tested without wooden cushions; the 12-inch cubes 
being selected as being nearest in size to the brick piers : 

TABLE Di. 

Compressive Strength of Brick Piers and of Cubes of Mortar and 

Concrete. 

Brickwork : 12" X 12" in cross-section, 6 courses high. 

Cubes of mortar and concrete : 12 inches on a side. 

Note. — C = Cement, 5" — Sand, Gr — Gravel, Bk = Broken Stone. 



Material. 


Composition. 


Strength in lbs. 
per square inch. 


C 


s 


Gr 


BJi: 


Of 
Piece. 


Compared 

with 
brick pier 


Brick pier 










1,851 
1,113 

1,346 

1,560 

688 

765 

2,434 
2,6go 




Concrete cube /^. 


I 

I 

I 
1 

I 

I 
I 


3 

i^ 

3 

3 

3 
3 


2 


4 


60 


(Made with Newark Co.'s Rosendale cement.) 
Mortar cube Am 


72.7 
84-3 
37-2 
41-3 

131-5 
145-3 


Concrete cube Ac 




6 


Mortar cube £m 


Concrete cube £c 




6 


(Made with Norton's cement.) 
Mortar cube C7n 


Concrete cube Cc 




6 


(Made with National Portland cement.) 



The brick piers were stronger than concretes made with 
Newark Co.'s Rosendale cement, and the mortars and concretes 
made with Norton's cement, but weaker than those made with 
National Portland cement. 

The micrometer was kept in use to the crushing-point, 
except for pier No. i, from which it was removed at 280,000 
pounds, while the pier broke at 291,000 pounds. Table E^ 
gives the data of resilience at the elastic limit and at the crush- 



ing load. 



7'ES7'S OF BRICK PIERS. 



109 



TABLE El. 
Resilience of Brick Piers. 
Piers: 12 inches square, 6 courses (16" to 16-^") high; bluestonecap and base. 
Common hard North River brick. Mortar: i vol. Newark Co.'s Rosendale 
Cement; 2 vols. Sand. 





Resilience at Elastic Limit. 


Resilience at Crushing Load. 


Number of Pier. 


Load, 
Pounds. 


Com- 
pression. 


Inch- 
pounds. 


Load, 
Pounds. 


Com- 
pression. 


Inch- 
pounds. 


No. I 


170,000 
170,000 
130,000 
180,000 
140,000 
120,000 


.0370" 
.0430" 
.0278" 
.0350" 

•0435" 
.0253" 


3,092 

3,537 
1,803 

3-495 
2,617 
1,580 


291,000 
260,000 
260,000 
280,000 
250,000 
251,000 


? 
.0940" 
.1030" 
.0990" 
• 1130" 
.1090" 


? 


" 2 


15,097 
16,867 
18,612 

17,349 
18,761 




" 4 

" e 


" 6 




Average 


151,670 


.0353" 


2,687 


260,000 


.1036" 


17-337 



Note. — The average resilience within the elastic limit of these piers was therefore about 
15 per cent of their ultimate resilience. 

The strength of brickwork varies considerably, according" 
to the quahty of brick and mortar used. Trautwine says that 
in some EngHsh experiments small cubical masses only 9 inches 
on each edge, laid in cement, crushed under from 27 to 40 tons 
per square foot. Some piers 9 inches square, 2' ^" high, set in 
cement and broken only two days after being built, required 44 
to 62 tons per square foot to crush them. Another pier of 
pressed brick, in best Portland cement, was said to have with- 
stood 202 tons per square foot, and with common lime mortar 
only one fourth as much. 

In an article in Engineerings 1872, it is said that many 
hand-made, ill-burnt bricks will not stand more than a pressure 
of 14 tons per square foot, while an uncommonly strong 
machine-made brick by Clayton & Co. was found by Kirkaldy 
to sustain a pressure equal to 323 tons per square foot. 

According to Robertson, piers Z^" square, 2' 6" high, sustain 
50 tons per square foot, when set in gray stone lime, 
and 200 tons per square foot, when set in Portland cement. 

Clarke found that the resistance to crushing of rather soft 
brick set in cement averaged 34 tons ; this seems to be consid- 
ered by the writer of the article referred to to represent fairly 



no 



TESTS OF BRICK PIERS. 



the average resistance of ordinary stock bricks set in ordinary 
good mortar. 

The Aide-Memoire, Royal Engineers, gives also low figures 
for compressive strength of brickwork. For bricks set in 
mortar (meaning probably lime mortar), 20 tons per square foot 
is given ; when set in cement, 30 tons. 

In " Notes on Building Construction" we find for brick 
piers having a height of less than twelve times their least thick- 
ness : 

Weight per square 

foot at which 
crushing commences. 
Tons. 

Bricks, hard stock, best quality, set in Portland cement and sand, 

I to 1,3 months old 40 

Bricks, ordinary well-burnt, London stock, 3 months old 30 

Bricks, hard stock, Roman cement and sand, i to i, 3 months old. . 28 

Bricks, hard stock, Lias lime and sand, i to 2, 6 months old 24 

Bricks, hard stock, gray chalk lime and sand, i to 2, 6 months old.. 12 

Some tests with piers of brickwork had been made at the 
Watertown Arsenal by direction of Colonel T. T. S. Laidley, 
Ordnance Department, United States Army, some time previous 
to those described in this report. The following table gives 
the results of those tests, from data obtained from the records 
at the arsenal. It is believed that these piers were about one 
year old when broken. 

TABLE Fi. 

Compressive Strength of Brick Piers. 

[From experiments made by direction of Col. T. T. S. Laidley, Ordnance Department, U.S.A.] 



Cross-Section. 



8" sq. 



16' 



Actual. 



7-9 X 7-9 



7 -55x7 -55 
7". 8 X 7". 8 

12".! X 12". I 

11". 5 X 11". 5 

4".25X4".35 

15". 9 X is". 9 



Area. 
Square 
inches. 



62.4 
57.8 
57-0 

60.84 
146.41 
■ 113-76 
252.8 



Length. 



80.05 



16.125 
16.48 

24.1 
23.04 



U 



03 

be 



74 
73 

78.5 
> 

> 



Solid 

or 

Hollow 



Solid 



Hollow 
Solid 



Kind of 
Brick. 



Eastern 

Face — d 

? 

j New i 
j Eastern j 

j Old Bay ) 
1 State f 

Face — b 

j New I 
I Eastern f 



Mor- 
tar. 


en 

-a 

C/2 


6 

e 

I 


c 

a 

U 


c 
CO 




3 


96,100 




I 


2 


218,100 


I 




3 


143,600 


I 




3 


148,400 


I 




3 


201,000 


I 




3 


226,100 




I 


2 


696,000 






•5 " 

tUOHH 



CO 



99.0 

242.6 
162.0 

156.8 

88.25 
127.8 
177.0 



CHAPTER VIII. 
SUMMARY. 

In making the experiments which form the subject of these 
notes, it was not the intention to decide upon the relative 
merits, for building purposes, of the several kinds of material 
employed, but to obtain some further information (which 
could be secured only through the aid of the powerful testing- 
machine at the Watertown Arsenal) regarding the behavior 
under compressive stress of both natural and artificial stone in 
various gradations of size, from cubes of one or two inches on 
a side up to as' large cubes as the machine was able to break. 
As stated in the opening remarks, the tests were practically a 
continuation of those made about twelve years ago, described 
in my report of August lo, 1875. 

The results and conclusions may be summed up as follows : 

1. As indicated by previous experiments, the interposition 
of wooden cushions in testing any material does not allow the 
full development of its compressive strength ; the wood seems 
to induce or favor cleavage of the test-piece in a direction par- 
allel to its fibres. 

2. To secure uniformity of results, any material which can- 
not be brought to a satisfactorily smooth and plane surface on 
its bed-faces should receive a thin coating of some suitable 
substance : a film made with paste of plaster of Paris was 
found to answer very well. 

3. The law of increase of compressive strength per square 
inch of bed-surface, with increasing size of cubes, which was 
based upon experiments made some ten years ago with various 
but limited sizes of Berea sandstone, was not confirmed when 
larger cubes of Haverstraw sandstone, cement, mortars, and 
concretes were tested. That some such law exists for cubes 
within certain limits cannot be doubted, not only in view of 
the Staten Island experiments, but of experiments made by 



112 SUMMARY. 

foreign investigators referred to in this report. The failure of 
the law with larger cubes seems to be due to the lack of homo- 
geneity throughout the mass of such pieces ; this is indicated by 
the strain-diagrams. It is only possible to discover defects in 
a large piece by dividing it into smaller pieces ; and when the 
most perfect of these fragments are selected to prepare small 
test-samples, approximately true units in regard to homo- 
geneity of structure may be obtained. It is thought that 
large cubes are not such units, or true monoliths ; that they 
represent a species of conglomerate of smaller irregular pieces, 
bound together by a cementing substance of varying strength, 
and perhaps partially separated by minute cracks and cavities. 
With cements, mortars, and concretes, the relative amount of 
work expended in consolidating the material in the moulds 
cannot well be evenly distributed or proportioned, for all sizes 
of cubes; the amount of set developed in small and large 
cubes of the same age is undoubtedly different. This is prob- 
ably the reason why in all of the cements, mortars, and con- 
cretes the smallest sizes of each series of cubes proved the 
strongest per square inch of surface pressed. 

4. Since small cubes exhibited relatively the greatest com- 
pressive strength, while the material actually employed in 
structures has much larger dimensions, the test-pieces should 
preferably be made of larger-sized cubes in order to obtain 
results of direct practical value. 

5. That prisms of the same cross-section as cubes, but of 
less height, are superior in strength to such cubes, has been 
known before ; the tests made at the Watertown Arsenal have 
led to the construction of an empirical formula, expressing 
the probable ratio of an increase of static strength as the 
height of the prism is diminished. 

6. The observations of compression, elasticity, and resili- 
ence are believed to form a contribution of some value toward 
a better knowledge of the qualities and intrinsic merits of the 
kinds of material tested. Little or nothing is found in print 
on this subject. Information concerning the elasticity ot 
building material, especially of cement, and of concretes of 
which such cement combined with sand forms the matrix, 



SUMMARY. 113 

cannot be otherwise than useful. Generally it is deemed suf- 
ficient to test the tensile strength of briquettes of cement, and 
when these can carry a certain load after a certain number of 
days, the cement is accepted. But there is not much known 
about its relative value when used in combination with sand, 
gravel, and broken stone. A large amount of scientific knowl- 
edge and skill has for many years past been applied to ascer- 
tain the properties of iron and steel, but very little attention 
has been paid to the subject of mortars and concretes. The 
importance of knowing whether such material possesses elas- 
ticity and resilience, and if so, to what extent, is very great, 
because structures are not merely subject to dead loads or 
statical strains ; but also, in many cases, to live loads or dy- 
namical strains. Masonry laid in cement or cement mortar, 
brickwork, and concrete, especially when used in foundations 
to support heavy moving machinery, are exposed to almost 
constant but ever-varying jar, vibration, and concussion. 

In many instances such foundations have ultimately failed. 

In an article in The Ejigineer of 1871 it was pointed 
out that the repeated failure of large engineering works, such 
as breakwaters, docks, walls, etc., is due, indirectly, to the 
want of elasticity of the cement used, and that for that reason 
it w^as necessary to know the extent to which cements, mor- 
tars, and concretes, possess the necessary quality of elasticity 
and resilience. This matter is of great importance in works 
of fortification where structures built of similar material, 
although covered with earth and sand, are exposed to violent, 
concussion from the impact of heavy projectiles. 

7. Further experiments in various directions seem to be 
desirable. Berea sandstone being, as far as tested upon a. 
small scale, of exceptionally homogeneous structure, several 
sets of cubes might be procured, beginning with, say, i-inch 
cubes, increasing very gradually in size to as large a cube as 
will call for the full strength of the most powerful available 
testing-machine. 

Prisms of various material, both of less and greater height 
than corresponding cubes, and of various forms and sizes of 



114 SUMMARY, 

cross-sections, should be tested, singly as well as combined, 
both as dry-jointed and as cemented piers. 

Experiments should be made to ascertain the ultimate 
compressive strength, elasticity, resilience, etc., of the best 
known and marketable cements, and of the mortars and con- 
cretes made with them. The same cements and mortars 
should simultaneously be tested as to their tensile strength. 

Parallel tests should be carried on by repetition of loads 
below the crushing load in order to ascertain the existence of 
a law by which it may be possible to discover the maximum 
load which can alternately be put and taken off without in- 
juring any given piece. 

Finally, it would be well to try the effect of weights falling 
from certain heights upon material whose resistance, both 
under steady pressure carried to the crushing-point, and also 
under repeated loads, is known. In one series of tests the 
weight might be arranged to strike the entire surface of the 
bed, in another to strike a knife-edge blow, corresponding to 
the cutting edge of the face-hammer used in quarries. 



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APPENDIX. 



121 



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122 



APPENDIX. 



8 



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bo 



APPENDIX. 



123 



Remaining core 
in the form of 
two combined 
frustated pyr- 


amids. 

The lateral 
faces separated 
in the form of 
slabs, varying 
in size from 2" x 
,i".5 to 2" X 3". 5. 


-31 





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124 



APPENDIX. 



O 






OTJ 



2sS: 
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APPENDIX. 



125 



. u • . u. . 

S- e ^ £ a ^ 

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III oil 



re-S >.t« fe c ^ 



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126 



APPENDIX. 















M-HCniOl cn-uiun-i 




















:kness 
end-face 
ich to .0 
lidal for 
ture, wa 
oped, bu 
es of thi 
separatee 




CO 












< 




e thic 
e two 
.005 ir 
pyram 
r frac 
devel 
he sid 
rally 




^ «> "^ 
^-a oo 








> 








he aggregat 
plaster on th 
varied from 
inch. The 
mation, afte 
incompletely 
manifest. T 
cubes gene 
well. 




racked at 17,9 

orner cracked 
napping soun- 
irst crack at 2 








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APPENDIX. 



12/ 





o 


lU 


CO 






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NO NO NO NO NO 





128 



APPENDIX. 



^ 



s 




Si 












Si 




C 




N._^ 




1 


h 


l-H 
1— 1 


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^ 


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10 lbs. 
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at 180,000 lbs 
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00 00 







APPENDIX. 



129 









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APPENDIX. 



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Numerous light crackling 
sounds, beginning with a 
load of 140,000 lbs,, were 
heard during the process. 
At 250,000 lbs. pressure the 
piece was removed; the four 
sides of the prisms could 
easily be removed, but the 
remaining mass appeared 
sound. An initial crack was 
seen on one of the com- 
pressed surfaces; a slight 
blow with a hammer sepa- 
rated the prism in two pieces. 

The sides of the prism began 
to crack from 40,000 lbs. up- 
wards; crackling sounds 
\yere heard from time to 
time. At 275,000 lbs. the 
piece was taken from the» 
press; the sides and ground 
fragments being removed, 
about one half of the mass 
remained as a core, the sub- 
stance of which appeared 
well disintegrated. 

Crackling soundsheard at loads 
of 100,000 lbs. and 125,000 lbs. 
respectively. When removed 
the prism was found to be 
well disintegrated, leaving 
only a core about 2%" x 2^" 
in cross-section, as a whofe, 
cracked at several places. 


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Weight 

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133 



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134 



APPENDIX. 







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Cracking at 326,000 lbs. For- 
mation of two pyramids, re- 
sembling in development 
those of a full cube. 

Cracking at 365,800 lbs. A 
comparatively tough sample. 
The angular mass adhering 
to the slanting sides of the 
pyramids, separated but in- 
completely from them under 
repeated blows of a hammer. 
The pyramids were not well 
developed. It seemed as if 
a greater pressure should 
have been applied to disinte- 
grate the piece to such a de- 
gree as to produce the usual 
phenomena. 

Cracked at 373,000 lbs. 






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) 



APPENDIX. 



135 



j5 X 55 

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135 



APPENDIX, 






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137 



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APPENDIX. 



143 



























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144 



APPENDIX. 






<2> 



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APPENDIX. 



145 



U 

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146 



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148 



APPENDIX, 



SPECIAL TABLE L 

Showing Amount of Compression and Set of Cubes of Haverstraw 

Freestone (N. Y.). 

8-Inch Freestone Cube, marked a ; Beds Plastered. 
Actual size: Bed = 7". 99 x 7".99; Height = 7". 99 (or 8". 15 including plaster); Weight, 39 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set, 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 

5,000 
50,000 
60,000 
70,000 
8o,oco 
go,ooo 


.0021 
.0062 
.0093 
.0112 
.0132 

.0138 
.0150 
.0165 
.0179 
.0192 


•0055 


100,000 
5,000 
100,000 
110,000 
120,000 
130,000 
140,000 
150,000 
5,000 
150,000 
160,000 
180,000 


.0205 

.0210 
.0220 
.0230 
.0240 
.0250 
.0260 

.0260 
.0270 
.0290 


.0078 
• oogo 


200,000 
5,000 
200,000 
220,000 
240,000 
260,000 
280,000 
300,000 
310,000 
320,000 
330,000 
307,000 


.0310 

•0315 
.0332 

.0355 
.0380 
.0410 
.0442 
.0460 
.0480 

•0495 
broken 


.0105 




8-Inch Freestone Cube, marked b ; Beds Plastered. 
Actual size : Bed = 8".o5 x 8". 1 6; H eight= 8".oo (or 8". 14 including plaster) jWeight, 41M pounds. 



Load. 


Inch. . 


Load. 
Pounds. 


Inci^. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,000 

100,000 

120,000 


.0015 
.0045 
.0092 
.0103 

•0155 
.0180 

.0182 
.0205 


.0078 


140,000 
160,000 
180.000 
200,000 
5,000 
200,000 
220,000 
240,000 
260,000 
280,000 




0225 
0250 
0268 
0287 


.0110 


300,000 
310,000 
320.000 
330,000 
340,000 
350,000 
360,000 
370,000 
438,400 


.0408 
.0420 

•0435 
.0450 
.0465 
.0480 
.0500 
.0512 
broken 






0290 
0305 
0330 
0355 
0380 






APPENDIX. 



149 



SPECIAL TABLE \.— {Continued.) 

8-Inch Freestone Cube, marked c ; Beds Plastered. 

Actual size: Bed=B".oo x 8".o3; Height = 8".oo (or 8".o7 including plaster); Weight, 39% pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


1 

Load. 

Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5, 000 
10,000 
20,000 
40,000 
60,000 
80,000 
100,000 
5,oco 


.0022 
.0050 
.0090 
..0120 
.0148 
.0165 

.0170 










120,000 
140,000 
160,000 
180,000 
200,000 
5, 000 
200,000 
220,000 
240,000 


.0190 
.0210 
.0230 
.0250 
.0270 

.0275 
.0295 
•0315 


.0098 


260,000 
280,000 
300 000 
320,000 
340,000 
360,000 
370,000 
380,000 
388,000 




0335 
0360 
0380 
0402 
0425 
0450 
0472 
0488 
05x5 


















0065 


broken 















8-Inch Freestone Cube, mARKEorf; Beds Plastered. 
Actual size: Bed — 8". 02 x 8". 02; Height=7".96 (or 8". 04 including plaster); Weight, 39!^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set, 


5,000 

10,000 

20,000 

40,000 

60,000 

8o,oc)o 

100,000 

5,000 

100,000 

120,000 




.0070 


140,000 
160,000 
180,000 
200,000 
5,000 
200,000 
220,000 
240,000 
260.000 
270,000 


.0215 
.0240 
.0260 
.0280 

.0280 
.0300 
.0325 
.0348 
.0360 


.0110 


280,000 
300,000 
320,000 
340,000 
350,000 
360,000 
370,000 
380,000 
387,000 
395,700 


,0372 

•0395 
.0425 
.0450 
.0462 
.0480 

•0495 
.0510 

•0530 j 
broken 






0012 
0042 
0082 
0115 

0145 
0170 






0172 
0190 


sudden 
yielding 



9-Inch Freestone Cube, marked a ; Beds Plastered, 
Actual size: Bed = 9". 07 x 8", 99; Height = 8". 96 (or 9". 05 including plaster); Weight, 56 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds, 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compre.s- 
sion. 


Set, 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

5,000 

100,000 

140,000 




.0110 


180,000 
200,000 
5, 000 
200,000 
240,000 
280,000 
300,000 


•0375 
.0400 

.0410 
.0460 
.0510 
.0532 


.0220 


5,000 
300,000 
340,000 
380,000 
400.000 
470,400 


.0542 
.0582 
.0625 
.0642 
broken 


.0270 




0095 
0172 
0220 




0222 
0330 





ISO 



APPENDIX. 



SPECIAL TABLE \. —{Continued.') 

9'-Inch Freestone Cube, marked b\ Beds Plastered. 
Actual size: Bed= 9".o3X9".oo; Height=8".97 (or 9".o5 including plaster); Weight, 57^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 




Inch. 


Load. 
Pounds. 




Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

20,000 

40,000 

80,000 

100,000 

5,000 

100,000 

140,000 

180,000 

200,000 


■ 0045 
.0080 
.0138 
.0160 

.0162 
. 0200 
.0240 
.0262 


.0070 


5,000 
200,000 
240,000 
280,000 
300,000 

5,000 
300,000 
340,000 
380,000 
400,000 




.0100 
.0130 


5,000 
400,000 
420,000 
440,000 
460,000 
480,000 
490,000 
536,000 
568,000 




.0160 




0265 
0300 
0338 
0360 


•0475 
.0490 
.0510 
.0530 

•0552 
.0562 

•0577 
broken 




0365 
0400 
0440 
0460 





q-Inch Freestone Cube, marked c\ Beds Plastered. 
Actual size: Bed = 9".o2 x 9". 04; Height=9".oi (or 9".o5 including plaster); Weight, 57% pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

20,000 

40,000 

80,000 

100,000 

5,000 

100,000 

200,000 

5,000 




0052 
0088 
0150 
0175 


.0090 
.01.22 


200,000 
300,000 

5,000 
300,000 
340,000 
380,000 
400,000 

5,000 
400,000 




0285 
0380 


.0150 
.0182 


420,000 
440,000 
460,000 
480,000 
500,000 
520,000 
540,000 
550,000 
643,000 


.0500 

■0515 : 
•0530 \ 
.0548 
.0560 
.0580 ; 
•0592 , 
.0605 1 

broken ' 






0385 
0420 
0460 
0475 

0488 


....... 




0178 
0280 


....... 









9-Inch Freestone Cube, marked d ; Beds Plastered. 
Actual size: Bed = 8".99X9".o4;Height= 8".92(or 8^.99 including plaster); Weight, 56^^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
20,000 
40,000 
80,000 

lOO^OOO 

5,000 

100,000 
200,000 




0050 
0100 
0170 
0200 


.0099 


5,000 
200,000 
300,000 : 

5, 000 
300,000 
320,000 
340,000 
360,000 


•0350 
.0472 

.0480 
.0500 
.0520 
.0540 


.0165 
.0218 


380,000 

400,000 

5,000 

400,000 

410,000 
1 
420,000 

440,000 ; 

445,000 




0567 : 
0588 


.0253 




0595 
0610 
0615 
0635 
0650 




0205 
0345 


broken 



APPENDIX. 
SPECIAL TABLE \.— {Continued.)' 



151 



io-Inch Freestone Cube, marked a ; Beds Plastered, 

Actual size: Bed = io".o2X9".96; Height = 10". 01 (or io".o7 including plaster); Weight, 79% 

pounds. 



Load. 


Inch, 


Load. 
Pounds. 


Inch. 


Load, 
Pounds. 


Inch, 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set, 


Compres- 
sion, 


Set. 


5,000 




0055 
0100 
0180 
0220 


.0130 



200,000 
5,000 
200,000 
300,000 
5,000 
300,000 
400,000 




0390 


.0230 
.0275 


5,000 
400,000 
440,000 
480,000 
500,000 
520,000 


.0610 
•0635 
.0665 
.0685 
broken 


.0300 


40,000 
80,000 




0400 
0510 




5,000 
100,000 




0520 
0600 






0222 





io-Inch Freestone Cube, marked b ; Beds Plastered. 

Actual size: Bed = io".oo x 9'^8o; Height — 10". 01 (or 10". 12 including plaster); Weight, ^i\^ 

pounds. 



Load, 


Inch, 


Load. 


Inch. 


Load. 
Pounds. 


Inch, 


Pounds, 


Compres- 
sion. 


Set. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion, 


Set, 


5,000 

20,000 

40,000 

80,000 

100,000 

5,000 

100,000 

200,000 

5,000 

200,000 


.0038 
.0070 
.0120 
.0145 

.0148 
.0230 

.0232 


.0062 
.0080 


300,000 

5,000 

300,000 

400,000 

5,000 

400,000 

440,000 

480,000 

500,000 

5,000 


.0305 

.0310 
.0382 

.0390 
.0420 

•045'7 
.0478 


.0100 
.0117 

.0142 


500,000 
540,000 
580,000 
600,000 
5,000 
600,000 
620,000 
640,000 
650,500 


.0485 
.0520 
.0560 
.0570 

.0592 

.0615 

.0632 
failed su 
without \ 


.0178 

ddenly, 
varning 



io-Inch Freestone Cube, marked c ; Beds Plastered, 
Actual size: Bed = 10". 00 x 9^.96 ; Height = io".oi (thickness of plaster not noted); Weight 

7834 pounds. 



Load. 



Inch. 



Pounds. 


Compres- 
sion. 


5, 000 
20,000 






0030 


40,000 




0062 


80,000 




0115 


100,000 




0132 


5,000 
100,000 








0137 


200,000 




0220 



Set. 



.0049 



Load. 
Pounds. 



5,000 
200,000 
300,000 

5,000 
300,000 
406,000 

5,000 
400,000 



Inch, 



Compres- 
sion. 



.0225 
.0300 



.0305 
.0390 



.0390 



Set. 



.0071 



.0090 



.0115 



Load. 
Pounds. 



Inch, 



Compres- 
sion. 



Set. 



500,000 -0475 

5,000 

Not broken under maximum 
load of 800,000 pounds. 



152 



APPENDIX. 



SPECIAL TABLE \.— {Continued:) 
io-Inch Freestone Cube, marked d: Beds Plastered. 

Actual size: Bed = io".oo x 9". 98; Height = 10". 00 (or io".o9 including plaster); Weight, 78J4 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

20,000 

40,000 

80,000 

100,000 

5,000 


.0040 
.0078 
• 0135 
.0157 

.0160 


.0062 


200,000 
5,000 
200,000 
300,000 
5,000 
300,000 
400,000 


.0250 

.0250 
•0325 

.0329 
.0412 


.0085 
.0110 


5,000 
400,000 
500,000 

5,000 
644,000 


.0418 
.0520 

broken 


.0132 
.0170 









ii-Inch Freestone Cube, marked a ; Beds Plastered. 

Actual size: Bed — 11", 05 x ii".oo; Height = 10". 92 (or ii^.og including plaster); Weight, 105 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

5,000 

100,000 

200,000 

5,000 


.0072 
.0125 
.0152 

.0154 
.0260 


.0075 
.0120 


200,000 
300,000 

5,000 
300,000 
400,000 

5,000 
400,000 
500,000 


.0262 
.0340 

•0350 
0412 

.0417 
.0485 


.0152 
■ 0175 


5,000 
500,000 
600,000 

5,000 
600,000 
770,000 
791,000 


.0492 
.0562 

•0575 
cracked 
broken 


.0193 

.0220 



ii-Inch Freestone Cube, marked b\ Beds Plastered. 

Actual size: Bed = ii".io x 10". 96; Height — ii".oi (or ii".o8 including plaster); Weight, 

106^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


1 
Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
40,000 




.0060 
.0082 


200,000 
300,000 

5,000 
300,000 
400,000 

5,000 
400,000 
500,000 




.0105 
.0120 


5,000 
500,000 
600,000 

5,000 
600,000 
770,000 
785,000 


•0455 
.0530 

.0540 
cracked 
broken 


.0140 




0072 
0122 
0145 

0150 
0240 




0308 


100,000 

5,000 

100,000 

200,000 

5,000 




0312 
0380 

0380 
0450 


•0155 









APPENDIX. 



153 



SPECIAL TABLE \.— {Continued.) 

11-Inch Freestone Cube, marked c ; Beds Plastered. 

Actual size: Bed = ii''.oox ii".oo; Height = 10". 97 (or ii".oi including plaster); Weight, 104^^ 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch, 


Pounds. 


Compres- 
sion. 


Set. 


Compres- c„f 
sion. ^^'^• 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

5,000 

100,000 

200,000 

5,000 




0081 

0145 
0170 


.0080 
.0118 


200,000 
300,000 

5,000 
300,000 
400,000 

5,000 
400,000 
500,000 


.0272 

.0350 

.0350 
.0420 

.0425 
.0500 


.0140 
.0160 


5.000 
500,000 
600,000 

5,000 
600,000 
778,000 
775,000 


.0507 
•0575 

.0580 
cracked 
broken 


.0178 
.0210 




0175 
0270 









ii-Inch Freestone Cube, marked d; Beds Plastered. 

Actual size: Bed = 11". 10 x ii".o5; Height = n". 02 (or 11". 16 including plaster); Weight, 

io6jr^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set, 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

5,000 

100,000 

200,000 

5,000 


.0065 
.0120 
.0140 

.0140 
.0228 


.0052 
.0078 


200,000 
300,000 

5,000 
300,000 
400,000 

5,000 
400,000 
500,000 


.0230 

.0300 



.0310 

.0388 

.0392 
.0500 


.0099 
.0132 


5,000 
500,000 
600,000 

5,000 
600,000 
769,000 


.0510 
.060c 

.0615 
broken 


.0180 
.0220 



12-IN9H Freestone Cube, marked a \ Beds Plastered. 
Actual size: Bed = i2".oo x 11". 95; Height = 12". 01 (or 12". 05 including plaster); Weight, 

139}^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

5,000 

100,000 

200,000 

5,000 

200,000 


.0095 
.0160 
.0185 

.0192 
.0282 

.0288 


.0085 
.0115 


300,000 

5,000 

300,000 

400,000 

5,000 

400,000 

500,000 

5,000 

500,000 


■0355 

.0360 
.0420 

.0425 
.0487 

.0492 


•0135 
.0150 
.0170 


6co.ooo 

5,000 

600.000 

700,000 

5,000 

700,000 

800,000 

5,000 


■0555 

.0560 
.0620 

.0632 
.0690 

Cube re 
from the 


.0188 

.0302 

.0225 

moved 
; press. 



154 



APPENDIX. 



SPECIAL TABLE I.— {Continued.) 

■ i2-Inch Freestone Cube, marked b ; Beds Plastered. 

Actual size: Bed = i2".oo x 12". oo; Height — 12". 04 (or 12". 23 including plaster); Weight, 138 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
40,000 

8o,OOD 

100,000 
5,ooo' 

100,000 

200,000: 
5,000' 

200,000 


.0060 
.0110 
.0130 

.0130 
.0205 

.0210 


.0050 
.0070 


300,000 

5,000 

300,000 

400,000 

5,000 

400,000 

500,000 

5,000 

500,000 


.0265 

.0270 
.0320 

.0320 
.0370 

.0370 


.0082 
.0098 
.0110 


600,000 . 0430 

5,000 0128 

600,000 . 0440 

700,000 . 0500 

5,000 0150 

700,000 . 0510 

800,000 -0585 

5,000 0180 

5,000 reduced to .0172 
after i hour's rest. 
Cube removed from the press. 



i2-Inch Freestone Cube, marked <:; Beds Plastered. 

Actual size: Bed = ii".96x 12". 00; Height = i2".oo (or 12". 20 including plaster); Weight, 135^/^ 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

5,000 

100,000 

200,000 

5,000 

200,000 


.0102 
.0170 
.0192 

.0200 

.0288 

.0290 


.0090 
.0120 


300,000 

5,000 

300,000 

400,000 

5,000 

400,000 

500,000 

5,000 

500,000 


•0355 

•0355 
.0420 

.0420 
.0485 

.0490 


.0142 
.0160 
.0180 


600,000 
5,000 
600,000 
700,000 
5,000 
700,000 
740,000 
764,000 


.0560 

.0570 
.0658 

.0675 

.0727 

broken 


.0200 

.0225 
cracked 



i2-Inch Freestone Cube, marked d ; Beds Plastered. 
Actual size: Bed = ii".96x 11". 90; Height = 12". 01 (or 12". 14 including plaster); Weight, 135% 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

5,OOQ 

100,000 

200,000 

5,000 

200,000 


.0050 
.oogo 
.0110 

.0112 
.0185 

.0188 


.0035 
.0050 


300,000 

5,000 

300,000 

400,000 

5,000 

400,000 

500,000 

5,000 

500,000 


.0248 

.0250 
.0300 

• 0305 
•0355 

.0360 


.0065 
.0078 
.0085 


600,000 

5,000 

600,000 

700,000 

5,000 

700,000 

800,000 

5,000 


.0420 

.0425 
.0495 

.0500 
•0565 

Cube re 
from th( 


.0098 
.0115 

.0140 

moved 
5 press. 



APPENDIX. 



155 



SPECIAL TABLE \.— {Concluded.) 
Pier of Cubes of Haverstraw Freestone; Dry Joints. 

Three i2-Inch Cubes, marked a, ^, and d, respectively ; Beds Plastered. 
Each of these cubes had been previously tested up to the maximum load of Zoo,ooo pounds 
without breaking it. 

Actual size: Cube «— Bed = i2".oo x n".9s; Height = i2".oi (or i2".o5 including piaster); 

Weight, 139}^ pounds. 
Cube 3— Bed = i2".oo X 12". 00; Height = i2".04 (or 12". 23 including plaster); 

Weight, 138 pounds. 
Cube ^— Bed = ii".96 x 11". 90; Height = i2".oi (or 12". 14 including plaster) ; 
Weight, 135M pounds. 



Load. 


Lnch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

5,000 

100,000 

200,000 

5,000 

200,000 




0210 
0350 
0415 


.0025 
.0042 


300,000 

5,000 

300,000 

400,000 

5,000 

500,000 

5,000 

500,000 

600,000 


.0805 

.0805 
.0942 

•1075 

.1080 
.1210 


.0060 

.0080 
.0095 


5,000 
600,000 
700,000 

5,000 
700,000 
748,000 


. 1220 
•1370 

( 
.I400-K ^ 


.0112 

.0150 
crack at 




0422 
0638 


failed suddenly 
with loud report. 




0638 







SPECIAL TABLE II. 

Showing Amount of Compression and Set of Specimens of Neat Port- 
land (Dyckerhoff) Cement. 

8-Inch Cube, marked Db ; Beds not Plastered. 
Actual size: Bed = 8'".oi x 8". 03; Height — 7". 99; Weight, 37^^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 
60,000 
70,000 
80,000 


.0020 
.0040 
.0060 
.0075 
.0090 
.0102 
.0110 
.0122 




! 90,000 
100,000 
5,000 
100,000 
120,000 
140,000 
160,000 
180,000 
200,000 


• CI 30 
.0141 

.0142 
.0160 
.0180 
.0195 
.0210 
.0230 


.0050 


5,000 
200,000 
220,000 
238,000 
240,000 
260,000 
280,000 
286,800 
301,100 


.0240 
• 0255 
first era 
.0280 
.0300 
.0330 

•0350 j 
broken 


.0070 
ck. 

snappi'g 
sound. 



IS6 



APPENDIX. 



SPECIAL TABLE \\.— {Continued.) 

8-Inch Cube, marked Dc ; Beds not Plastered. 

Actual size: Bed = 8^.03 x 8". 07; Height = 8". 00; Weight, 37^^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
40,000 
60,000 
80,000 
100,000 
5,000 




.0010 


100,000 
120,000 
140,000 
160,000 
180,000 
200,000 
5,000 
180,000 


.OIOO 

.0118 

•0133 
.0150 
.0166 
.0182 

a corn< 


.0025 
tx off 


200.000 
220,000 
240,000 
260,000 
280,000 
285,000 
294,100 


.0190 
.0207 
.0227 
.0250 
.0282 
.0296 
broken 






0010 
0020 
0045 
0065 
0082 

OIOO 











....... 



8-Inch Cube, marked Dd \ Beds not Plastered. 
Actual size: Bed = 8". 04 x8".oo; Height = 8". 04; Weight, 39 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


j Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,000 

100,000 

120,000 

140,000 

160,000 


.0005 
.0020 
.0040 
.0062 
.0077 
.0090 

.0092 
.0105 
.0120 
■ 0130 


.0010 


180,000 
200,000 
5,000 
200,000 
220,000 
240,000 
260,000 
280,000 
285,000 
290,000 
295,000 
300,000 


.0145 
.0160 

.0160 

•0175 
.oigo 
.0203 
•0223 
.0230 
.0239 
.0244 
.0250 


.0020 


1 
1 

310,000 

315,000 

320.000 

325,000 

330,000 

335,000 

340,000 

345,000 

350,000 

355,000 

358,000 

360,000 


bi 


0260 

0264 

0270 

0280 

0288 

0292 

0300 

0305 

0310 -j 

0323 

0335 

-oken 




beginsto 
scale off. 



8-Inch Cube, marked De ; Beds not Plastered. 
Actual size: Bed — 7".g8 x 8".o3; Height = 8". 02; Weight, 38 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
40,000 
60,000 
80,000 
100,000 

5,000 




.0015 


100,000 
120,000 
140,000 
160,000 
180,000 
200.000 
5,000 
200,000 


.0100 
.0114 
.0130 

.0144 
.0160 
.0178 

.oiSo 




.0027 
1 


220,000 
240,000 
260,000 
280,000 
296,000 
299,200 


.0193 
.0213 
.0239 
.0260 
corne 
broken 






0010 
0025 
0048 
0065 
0080 
0099 


r off 







APPENDIX. 



157 



SPECIAL TABLE \\.— {Continued:) 

8-Inch Cube, m.\rked D/ \ Beds not Plastered. 

Actual size: Bed = 8". 00 x 8". 04; Height = 8".oo; Weight, 39 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. j 


Compres- 
sion. 

0189 
.0205 
.0224 
.0242 
.0270 

cracked 
.0290 

broken 


Set. 


5,000 
10,000 
20,000 
40,000 
60,000 
80,000 
100,000 
5,000 




.0012 


100,000 
120,000 
140,000 
160,000 
180,000 
200,000 
5,000 

200,000 

1 


OTOO 

.0112 
.0127 
.0140 

• 0153 
.0171 

.0172 


.0021 


220,000 
240,000 
260,000 
280,000 
300,000 
304,000 
310,000 
338,000 






0010 
0028 
0050 
0067 
0082 
0098 





9-Inch Cement Cube, marked Da \ Beds not Plastered. 
Actual size: Bed = 9". 05 x 9^.01 ; Height = 9".o4; Weight, 56 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,000 

100,000 

120,000 


.0012 
.0032 
.0063 
.0090 
.0110 
.0122 

.0125 
.0140 


.0022 


140,000 
160,000 
i8o,oco 
200,000 
5.000 
200.000 
220, OuC 
240,000 
260,000 
280,000 


.0154 
.0168 
.0180 
.0191 

.0192 
.0205 
.0219 
.0230 
.0244 


.0032 


300,000 
5,000 
300,000 
320,000 
340,000 
345,000 
360,000 
373)000 


.0260 

.0265 

.0280 

.0292 

begins to 

•0325 
broken 


.0050 
crack 



9-Inch Cement Cube, marked Db ; Beds not Plastered. 
Actual size: Bed = 9". 02 x 9^.12; Height = 9".o5; Weight, 56 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,oco 

100,000 


.0017 
.003 8 
.0072 
.0102 
.0125 
.0145 

.0150 


.0020 


140,000 
180,000 
200,000 

5,000 
200,000 
240,000 
280,000 
300,000 

5,000 


.0181 
.0210 
.0222 

.0224 
•0245 
.0270 
.0280 



.0030 
.0045 


300,000 
320,000 
327,000 
330,000 
340,000 
350,000 
360,000 
373,000 


.0282 

.0295 

corner 

.0302 

.0309 

•0315 

.0320 

broken 


off 



158 



APPENDIX. 



SPECIAL TABLE \\.— {Continued.) 

9-Inch Cement Cube, marked Dc ; Beds not Plastered. 

Actual size: Bed = 9",o6 >< 9".oo; Height = 8". 99; Weight, 55 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


1 
Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
40,000 
60,000 
80,000 
100,000 

5,000 




.0015 


100,000 

140,000 
180,000 
200,000 
5,000 
200,000 
240,000 
280,000 


.0120 

• 015s 

• 0177 
.0190 

.0191 
.0215 
.0243 


.0030 


300,000 
5,000 
300,000 
330,000 
350,000 
395,400 
396,000 


.0259 

.0262 

.0285 

.0330 

yielding s 

broken 






0012 
0035 
0063 
0082 
0100 
0117 


.0050 
uddenly 









9-Inch Cement Cube, marked Dd \ Beds not Plastered. 
Actual size: Bed = g''.o2 x 9".o4; Height — 9". 05; Weight, 56^^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
40,000 
60,00c 
80,000 
100,000 

5,000 




.0010 


100,000 
140,000 
180,000 
200,000 
5,000 
200,000 
240,000 
280,000 


.0071 
.0094 
.0120 
.0132 

• 0135 
.0160 
.0182 


.0015 


300,000 
5,000 
300,000 
340,000 
370,000 
380,000 
390,000 


.0202 

.0210 
.0240 
.0278 
.0288 
■ 0295 
burst su 






0005 
001 1 
0030 
0041 

005s 
0070 


.0030 

( sliofht 
r cracks 

ddenlv 









9-Inch Cement Cube, marked De ; Beds not Plasteped. 
Actual size: Bed = 9". 07 x 9". 00; Height — 9". 03; Weight, 56 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch, 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
40,000 
60,000 
80,000 
100,000 

5,000 


.C020 
.0030 
.0052 
.0070 
.0081 
.0095 

.0096 


! 


.0020 


140,000 
180,000 
200,000 

5,000 
200,000 
240,000 
280,000 
300,000 

5, 000 




0120 
0142 
0155 

0155 
0178 
0200 
0212 


.0030 
.0040 


300,000 
340,000 
370,000 
380,000 
390,000 
400,000 
458,600 
468,200 


.0215 
.0240 
.0260 
.0270 
.0275 
.0284 
begins to 
broken 


crack 











APPENDIX. 



159 



SPECIAL TABLE \\.— {Continued.) 

q-Inch Cement Cube, marked Df\ Beds not Plastered, 
Actual size: Bed = 9". 05 x 9". 10; Height = 8". 98; Weight, 551^3 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
40,000 
60,000 
80,000 
100,000 
5,000 




.0020 


100,000 
130,000 
140,000 
180,000 
200,000 
5,000 
200,000 
240,000 


.0110 
cracked 
.0142 
.0172 
.0190 

.0192 
.0220 


.0045 


280,000 
300,000 
5,000 
300,000 
310,000 
325,000 


.0258 
.0288 

.0308 

.0328 

broken 






0010 
0030 
0052 
0071 
0090 
0108 


.0081 







io-Inch Cement Cube, marked Da ; Beds not Plastered. 
Actual size: Bed = io".o3 x 10". 05; Height = 9". 97; Weight, 75}^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
40,000 
60,000 
80,000 
100,000 
5,000 




.0022 


100,000 
140,000 
180,000 
200,000 
5,000 
200,000 
240,000 
280,000 


.0120 
.0145 
.0170 
.0180 

.0180 
.0200 
.0221 


.0040 


300,000 
5,000 
300,000 
318,000 
320,000 
340,000 
351,000 
395-300 


.0235 

.0238 
cracked 
.0253 
.0267 
.0292 
broken 






0018 
0040 
0070 
0090 

Olio 

0120 


.0060 
cracking 








lo-LxcH Cement Cube, marked Db \ Beds not Plastered. 
Actual size : Bed = io".o2 x 10". 00; Height x io".oo; Weight, 76^^ pounds. 



Load. 


Inch. 


Load. 

! 

Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5, 000 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,000 

100,000 

140,000 


.0003 
.0010 
.0022 
.0031 
.0040 
.0050 

.0052 
.0072 


.0010 


180,000 
200,000 

5,000 
200,000 
240,000 
280,000 
300,000 

5,000 
300,000 
340,000 




0088 
0098 

0099 
0115 
0132 
0145 

014s 
0160 


.0010 
.0015 


380,000 
400,000 
5.000 
400,000 
440,000 
460,000 
470,000 
480,000 
540,000 
587,100 


.0180 
.0192 

.0192 
.0218 
.0230 
.0240 
.0250 
cracked 
broken 


.0020 



i6o 



APPENDIX. 



SPECIAL TABLE \\.— {Continued:) 

io-Inch Cement Cube, marked Dc ; Beds not Plastered. 

Actual size : Bed = io".o9 x io".o4*, Heig^ht = io".oo; Weight, 76^^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch, 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 

20j000 
40,000 
60,000 
80,000 

100,000 
5,000 

100,000 




.0025 


140,000 
180,000 
200,000 

5,000 
200,000 
240,000 
280,000 
300,000 

5,000 


.0148 
.0165 
.0174 

•0175 
.0190 
.0210 
.0220 


•0035 
.0048 


300,000 
340,000 
380,000 
400,000 
5,000 
400,000 
440,000 
460,000 
519,000 


.0220 
.0240 
.0260 
.0270 

.0275 

.0288 

.0301 

broken 






0008 
0042 
0075 
0100 
0115 
0128 

0128 


.0071 



io-Inch Cement Cube, marked Dd \ Beds not Plastered. 
Actual size: Bed = io".o8 x 10". 10; Height = 10". 00; Weight, 77 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
40,000 
60,000 
80,000 
100,000 






5,000 
100,000 
140,000 
180,000 
200,000 

5,000 
200,000 


.0120 
.0148 
.0158 
.0180 

.0182 


1 
.0010 

.0020 
1 


240,000 
280,000 
300,000 
5,000 
300,000 
320,000 
430,100 


.0202 
.0225 
.0238 

.0352 

.0273 

broken 






0012 
0030 
0062 
0084 
0102 
0120 










.0041 



10 Inch Cement Cube, marked De ; Beds not Plastered. 
Actual size: Bed = 10". 00 x 10". 05; Height = io".o8; Weight, 76 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,000 

100,000 




.0010 


140,000 
180,000 
200,000 

5,000 
240,000 
242,000 
s 80, 000 
300,000 

5,000 


.0116 
.0140 
.0150 

.0172 

side crac 

.0202 

.0218 


.0020 
ked 

.0032 


300,000 
340,000 
380,000 
400,000 
5,000 
400,000 
473,400 


.0220 
.0242 
.0272 
.0290 

.0300 
broken 






0008 
0020 
0042 
0062 
007s 
oogo 


.0060 




0090 





APPENDIX. 

SPECIAL TABLE \\. -{Continued.) 

io-Inch Cement Cube, marked Df\ Beds not Plastered, 
Actual size: Bed = io".oi x io".o5; Height = 9".99; Weight, 7614 pounds. 



161 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10.000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,000 

100,000 

140,000 


.0010 
.0020 
.0040 
.0053 
.0065 
.0078 

.0078 
.0102 


.0010 


180,000 
200,000 

5,000 
200,000 
240,000 
280,000 
300,000 

5,000 
300,000 
340,000 


.0130 
.0140 

.0140 
.0160 
.0180 
.0193 

.0198 
.0220 


.0015 
.0025 


380,000 
400,000 
5,000 
400,000 
420,000 
440,000 
460,000 
472,000 
477,600 




.0245 
.0260 

.0265 
.0280 
.0290 
.0304 
.0320 
broken 


.0042 



ii-Inch Cement Cube, marked Da ; Beds not Plastered. 
Actual size: Bed = ii".oo x ii".i5; Height = ii".oo; Weight, loi pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

S,ooo 

100,000 

140,000 

180,000 

200,000 




0005 
0020 
0035 
0048 
0060 
0070 


.0008 


5,000 
200,000 
240,000 
280,000 
300,000 

5,000 
300,000 
340,000 
380,000 
400,000 

5,000 


.012? 
.0141 
.0160 
•0175 

•0175 
.0200 
.0220 
•0235 


.0012 
.0020 
.0032 


400,000 
440,000 
480,000 
500,000 
5,000 
500,000 
510,000 
520,000 
530,000 
540,000 
591,200 


.0240 
.0260 
.0290 
.0302 

•0313 
.0324 

• 0332 

.0340 

.0350 

broken 


.0052 




0070 
0092 
OHIO 
0120 


cracks 




II 



1 62 



APPENDIX. 



SPECIAL TABLE \l.— {Continued.) 

ii-Inch Cement Cube, marked Db ; Beds Plastered. 

Actual size: Bed = ii".o5 x ii".oo; Height = ii".oo (or ii".o3 including plaster); Weight, 

loo pounds. 



Load. 




Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

80,000 

100,000 

5,000 

100,000 

140,000 

180,000 

200,000 

5,000 

200,000 

240,000 




.0020 
.0031 


280,000 
300,000 

5,000 
300,000 
340,000 
380,000 
400,000 

5,000 
400,000 
440,000 
480,000 
500,000 

5,000 
500,000 


•0155 

-0165 



.0168 
.0188 
.0210 
.0220 

.0222 
.0248 
.0270 
.0288 

.0292 


.0040 
.0058 
.0078 


510.000 
520,000 
530,000 
540,000 
550,000 
560,000 
570,000 
580,000 
590,000 
600,000 
610,000 
620,000 
630,000 
633,000 


.0302 
.0312 
.0320 
-0325 
.0330 
.0338 
•0350 -j 
.0358 
•0375 
•0379 
.0390 
.0402 
• 0415 
.0430 






0008 
0022 
0042 
0065 
0073 


corner 
cracked 






0073 
0090 

Olio 

0120 




0120 

0138 


broken 



ii-Inch Cement Cube, marked Dc \ Beds Plastered. 

Actual size: Bed = ii".oo x ii".i8; Height = 11". 00 (or ii".o2 including plaster); Weight, 

101I4 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds- 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

8o,oco 

1:00,000 

5,000 

100,000 

200,000 

5,000 

200,000 

300,000 

5, 000 


.0005 
.0015 
.0030 
.0050 
.0062 

.0062 
.0112 

.0110 
.0160 


.0010 
.0019 
.0025 


300,000 
400,000 

5,000 
400,000 
500,000 

5.000 
500,000 
520,000 
540,000 
560,000 
570,000 
580,000 
590,000 


.0162 
.0220 

.0225 
.0285 

.0290 
.0302 
.0320 
.0332 
.0342 
.0352 
.0362 


.0037 
.0050 


600,000 
610,000 
620,000 
630,000 
640,000 
650,000 
660,000 
670,000 
680,000 
690,000 
700,000 
725,100 


.0372 
.0380 
.0387 

• 0395 
.0405 
.0422 
.0428 
.0440 
.0460 
.0470 
.0480 
broken 





APPENDIX. 



163 



SPECIAL TABLE II.— {Continued.) 

it-Inch Cement Cube, marked Dd \ Beds Plastered. 

Actual size: Bed = ii".o3 X ii".2i; Height = ii".oo (or ii".o2 including plaster); Weight, loi}^ 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Founds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 




i 

.0010 

.0018 
1 


300,000 

5,000 

300,000 

400,000 

5,000 

400,000 

500,000 

5,000 

500,000 

520,000 

530,000 


.oi^i; 


.0020 
.0030 
.0040 


540,000 
550,000 
560,000 
570,000 
580,000 
590,000 
600,000 
620,000 
640,000 
660,000 
674,000 


.0282 
.0290 
.0292 
.0300 
.0308 

•0315 
• 0320 
.0340 
.0365 
.0390 
broken 






0002 
0010 
0020 
0040 
0048 

0050 
0090 








20,000 
40,000 




0138 
0182 




100,000 

S,ooc 




0186 
0240 




200,000 

5,000 

200,000 




0250 
0265 
0272 






0090 





ii-Inch Cement Cube, marked De ; Beds Plastered. 

Actual size: Bed = 11". 02 X ii".2i; Heights 10". 99 (or ii".o2 including plaster); Weight, 101 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
40,000 




.0010 
.0018 


300,000 

5,000 

300,000 

400,000 

5,000 

400,000 

500,000 

5,000 

500,000 

510,000 

520,000 




.0025 
.0032 
.0049 


540,000 
560,000 
580,000 
600,000 
620,000 
640,000 
660,000 
680,000 
690,200 


0202 






0008 
0018 
0028 
004s 
0052 




0140 
0190 




0310 

0325 
0340 
0360 
0382 
0408 




100,000 
5,000 




0190 
0250 






0060 
0095 


cracks 


200,000 

5,000 

200,000 




0268 
0273 


broken 


in sight 




oonT 

















164 



APPENDIX. 



SPECIAL TABLE \\.— {Continued.) 

ii-Inch Cement Cube, marked Df\ Beds Plastered. 

Actual size: Bed = ii".o5 x ii".o5; Height = ii".o2 (or ii".o4 including plaster); Weight, loa 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Siooo 
10,000 
20,000 
40,000 
80,000 
100,000 


.0008 
.0019 

.0035 
.0058 
.0069 

.0069 

.OHO 




.0020 
.0028 


200,000 
300,000 

5,000 
300,000 
400,000 

5,000 
400,000 
500,000 

5,000 
500,000 




0112 
0160 

0160 
0210 


.0038 
.0050 
.0069 


520,000 
540,000 
560,000 
580,000 
600,000 
620,000 
630,000 
640,000 
645,600 


.0290 
.0300 
•0315 
.0330 
•0350 
.0372 
, .0390 
0410 
.0422 




5,000 
100,000 
200,000 




0212 
0270 


cracks 
broken 


5,000 




0280 





12-Inch Cement Cube, marked Da\ Beds Plastered. 
Actual size: Bed = i2".o5 x la'^.oo; Height = i2".oo, exclusive of plaster; Weight, 129 pounds. 



Load, 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

5,000 

100,000 

200,000 

5,000 

200,000 

300,000 




0022 
0040 
0048 

0048 
0088 


.0010 
.0020 


5,000 
300,000 
400,000 

5,000 
400,000 
500,000 

5,000 
500,000 
600,000 

5,000 


•0135 
.0182 

.0182 
.0240 

.0248 
.0320 


.0028 
.0038 
.0050 
.0080 


600,000 
620,000 
640,000 
660,000 
680,000 
690,000 
700,000 
710,000 


• 0330 

•0352 

.0370 

.0390-J 

.0422 

•0450 

•0475 

.0520 


cracks 
in sight 

broken 




0090 
0132 





APPENDTX. 
SPECIAL TABLE \\.— {Continued.) 



165 



12-Inch Cement Cube, marked Db ; Beds Plastered. 
Actual size: Bed = 12". 08 x 12". 05; Height = ii".97, exclusive of plaster; Weight, 129 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

5,000 

200,000 

5,000 


.0039 
.0060 
.0070 

.0115 


.0017 
.0022 


300,000 
5,000 

400,000 
5,000 

500,000 
5,000 

600,000 


.0159 
.0200 
.0260 
.0320 


.0030 

.0039 

.0050 




5,000 
600,000 
640,000 

673,000 
783,000 


• 0330 

.0366 

. 0402 \ 

broken 




.0071 

cracks 
in sight 



i2-Inch Cement Cube, marked Dc \ Beds Plastered. 
Actual size: Bed = 12". 00 x 12". 03; Height = i2".o3, exclusive of plaster ; Weight, 130}^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

S,ooo 
200,000 

5,000 
300,000 

5,000 
400,000 

5,000 
500,000 


.0030 
.0049 
.0058 

.0100 

.0140 

.0180 

.0220 


.0022 
.0030 
.0035 
.0040 


5,000 
600,000 

5,000 
600,000 
640,000 
660,000 
680,000 
700,000 
710,000 
720,000 
730,000 

740,000 

i 
i 


.0270 

.0280 

.0300 

•0315 

■ 0330 

•0345 -j 

•0352 

-0365 

.0372 

.0382 


.0050 
.0060 

cracks 
in sight 


750,000 
760,000 
800,000 

5,000 
800,000 

5,000 
800,000 

5,000 
800,000 

5,000 
800,000 

5,000 
800,000 


.0390 
.0400 

j Remain 
( minut 

J Remain 
1 minut 

j Remain 
1 minut 

j Remain 
j minut 

j Failed r 
\ and br 


ng eight 
es. 

ng eight 
es. 

ng eight 
es. 

ng eight 

2S. 

apidly 
oke 



1 66 



APPENDIX. 



SPECIAL TABLE \\— {Continued.) 

i2-Inch Cement Cube, marked Dd \ Beds Plastered. 

Actual size: Bed = 12". lo x u ".30; Height = 12". 00 (or 12". 03 including plaster); Weight, 123 

pounds. 



Load. 
Pounds. 



5,000 
40,000 
80,000 

zoo^ooo 

5,000 
200,000 

5,000 
300,000 

5,000 
400,000 

5,000 
500,000 

5,000 
600,000 



Inch. 



Compres- 
sion. 



.0025 
.0042 

.0052 



.0140 



.0180 



.0300 



Set. 



.0030 
.0040 
.0045 
• 0052 
.006=; 



Load. 



Inch. 



P°-l- ''"sX"" 



5,000 
600,000 
620,000 

640,000 

660,000 
680,000 
700,000 
708,000 
710,000 
720,000 
730,000 
740,000 
750,000 
760,000 



.0306 
.0322 

•0338 

.0352 
.0370 

■0385 
cracks in 
.0392 
.0405 
.0414 
.0422 

•0437 
■ 0450 



Set. 



.0090 



sight 



Load. 
Pounds. 



770,000 
780,000 
790,000 

798,000 

800,000 

5,000 
800,000 

5,000 
800,000 

5,000 
800,000 

5,000 
800,000 



In-ch. 



Compres- 
sion. 



.0458 



.0475 



Set. 



small 
pieces 
fly off 



Each application 
of the maxi- 
mum > load 
caused small 
pieces to fly off, 
and increased 
the size of 
cracks. 



When this load had 
been maintained 
about 6 minutes, 
the piece rapidly 
yielded and 

broke. 



12-Inch Cement Cube, marked De ; Beds Plastered. 

Actual size: Bed = 12^.05 x 12". 00; Height = 12". 00 (or 12". 07 including plaster); Weight, 131 

pounds. 



Load. 
Founds. 



5,000 

40,000 

80,000 

100,000 

5)O0o 
200,000 

5,000 
300,000 

5,000 
400,000 

5,000 
500,000 

5,000 
600,000 

5,000 



Inch. 



Compres- 
sion. 



.0025 
.0042 
.0050 

.0085 
.0125 

.0170 



.0275 



Set. 



.0032 
.0050 
.0070 



Load. 
Pounds. 



600,000 
620,000 
640,000 
660,000 
680,000 
700,000 
720,000 
740,000 
760,000 
770,000 
780,000 
800,000 

5,000 
100,000 

5,000 



Inch. 



Compres- 
sion. 



0285 
0302 
0318 
0330 
0345 
0357 
0370 
0382 

0400 
pieces 
fly off 

0420 

0445 



0175 



Set. 



.0137 



Load. 
Pounds. 



200,000 

5, 000 
300,000 

5,000 
400,000 

5,000 
500,000 

5,000 
600,000 

5,000 
700,000 

5,000 
770,000 
800,000 



Inch. 



Compres-[ o 
sion. ^^'^• 



.0215 
.0250 
.0290 
.0325 

•0365 
.0410 



.0132 
.0132 
.0132 
.0133 

• 0135 
.0140 



j pieces 

1 fly off 

Sustained this load 
about \^ minutet 
then failed rapid- 
ly, and broke. 



APPENDIX. 



167 



SPECIAL TABLE \l.— {Continued.) 

12-Inch Cement Cube, marked Df\ Beds Plastered. 

Actual size: Bed = 12". 00 x i2".o6; Height = 12". 00 (or i2".oi including plaster); Weight, 130 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

40,000 

80,000 

100,000 

5,000 

200,000 

5,000 
300,000 


.0030 
.0050 
.0060 

.0100 

.0142 


.0020 
.0030 


5,000 
400,00c 

5,000 
500,000 

5,000 

600,00c 

5,000 
620,000 


.0185 
.0240 

.0302 

.0328 


.0040 
.0050 
.0065 

.0085 


640,000 
660,000 
680,000 
685,000 
700,000 

715,500 

773,200 


•0340 

•0355 

•0372 

pieces 
1 flyoff. 

.0410 

I decided yielding, 
-N fragmenis flying 
( off. 
broken 



Piers of Prisms of Neat (Dyckerhoff) Cement. 
Three Prisms, each 12 Inches Square, 6 Inches High; Beds Plastered; Dry Joints. 




1^'.06, including plaster^. 



Actual size: Prism a — Bed = 12". 01 x i2".o4; Height = 5".98; Weight, 64 pounds, 12 ounces. 
Prism d — Bed = i2".o5 >< ""-99; Height = 5".94; Weight, 64 pounds, 8 ounces. 
Prism c — Bed = 12". 13 x 12". 08; Height = 5". 95; Weight, 64 pounds, 14 ounces. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load, 
Pounds. 


Inch. 


Pounds, 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,000 

100,000 

120,000 

140,000 

160,000 

180,000 

200,000 

5,000 

200,000 
220,000 


•OOI 5 

.0030 

.0055 

.0072 

.0088 

.OTOI 

.0102 
.0120 
.0130 
.0148 

.0160 
•0175 

.0178 

.oigo 


.0039 
.0062 


240,000 
260,000 
280,000 
300,000 

5,000 
300,000 
320,000 
340,000 
360,000 
380.000 
400,000 

5,000 

400,000 
420,000 

440,000 

460,000 
480,000 


.0201 
.0220 
.0232 
.0252 

.0252 
.0270 
.0290 
.0310 

•0335 
.0360 

.0360 
.0389 

.0412 

■0445 
■0475 


.0091 
.0147 


500,000 
5.000 
500,000 
520,000 
540,000 
560,000 
580,000 
600.000 
5,000 
600,000 
620,000 
640,000 

660,000 

680,000 

700,000 

5,000 
690,000 


.0498 

.0512 
.0540 
.0565 
.0590 
.0628 
.0660 

.0678 
.0700 
.0730 

■0765 ] 
.0800 

. 0840 -< 

J failed ra 
( broke. 


.0222 

.0322 

snappi'g 
sound. 

cracks 
at joint 
a — b. 

.0420 
pidlyand 



1 68 



APPENDIX. 



SPECIAL TABLE \\.— {Concluded.) 
Three Prisms, each 12 Inches Square, 8 Inches High; Beds Plastered; Dry Joints. 




^4''4,including plaster. 



Actual size: Prism «— Bed = i2".o3 x 12". 14; Height = 8". 09; Weight, 86 pounds, — ounces. 
Prism ^— Bed = Tx".gZ x i2".o8; Height = 8".o8; Weight, 86 pounds, 12 ounces. 
Prism c— Bed = i2",o8 x 12". 10; Height = 8".o8; Weight, 86 pounds, 8 ounces. 



Load. 
Pounds. 



5,000 
10,000 
20,000 
40,000 
60,000 
80,000 
100,000 

5,000 

100,000 

120,000 
140,000 
160,000 
180,000 
200,000 
5,000 
200,000 



Inch. 



Compres- 
sion. 



0012 
0032 
0071 
0096 
0114 
0130 



0132 

0149 
0162 
0180 
0200 
0215 



0217 



Set. 



.0042 



.0062 



Load. 


In 


Pounds. 


Compres- 
sion. 


220,000 


.0232 


240,000 


.0250 


260,000 


.0267 


280,000 


.6282 


300,000 


.0300 


5,000 




300,000 


.0302 


320,000 


.0320 


340,000 


.0340 


360,000 


.0360 


380,000 


.0380 


400,000 


.0400 


5,000 




400,000 


.0402 


420,000 


.0425 


440,000 


.0448 



Set. 



.0088 



Load. 
Pounds. 



460,000 
480,000 
500,000 
5,000 
500,000 
520,000 
540,000 
560,000 

580,000 

•600,000 
5,000 
600,000 
620,000 
640,000 
654,800 
suddenly 



Inch. 



Compres- 
sion. 



.047X 
.0500 
.0520 

•0530 
.0560 
.0590 
.0615 

.0645 



.0702 

•0735 

.0765 

.0820 

under th 



Set. 



.0162 



began to 
flake at 
joint a-i 



232 



failed 
s load. 



A continuous longitudinal seam opened along the three prisms, splitting off one corner of 
the pier; other similar seams also opened. The main fragment of prisma was of pyramidal 
form, with steep side slopes; prisms b and c were broken up in longitudinal fragments, about 
parallel to the line of pressure. 



APPENDIX, 



169 



SPECIAL TABLE III. 

Showing Amount of Compression and Set of Cubes of Concrete. 

Composition: i vol. Newark Company's Rosendale Cement, 3 vols. Sand, 2 
vols. Gravel, 4 vols. Broken Stone. 

io-Inch Concrete Cube, marked Fb ; Beds Plastered. 

Actual size: Bed = io".ir x 10". 04; Height = 10". 16 (or 10". 22 including plaster); Weight, 

78 pounds. 



Load. 


In 


Pounds. 


Compres- 
sion. 


5, 000 




10,000 


.0010 


15,000 


.0020 


20,000 


.0030 


25,000 


.0040 


30,000 


.0048 


35,000 


.0058 


40,000 


.0065 


45,000 


.0075 



Set. 



Load. 
Pounds. 


Inch. 


Compres- 
sion. 


Set. 


50,000 
5,000 
50,000 
55,000 
60,000 
65,000 
70,000 
75,000 
80,000 


.0082 

.0088 
.0097 
.0110 
.0120 
.0140 

•0155 
.0188 


.0051 



Load. 
Pounds. 



85,000 
90,000 
95,000 
100,000 
105,000 
110,000 
115,000 
120,000 



Inch. 



Compres- 
sion. 



.0200 
.0230 
.0270 
.0320 
.0385 
.0500 
.0670 
. 1000 



Set. 



broken 



Surface cracks appeared im- 
mediately before the ulti- 
mate load was reached. 



i2-Inch Concrete Cube, marked Fb \ Beds Plastered. 

Actual size: Bed = i2",o6 x i2".o4; Height = i2".oo (or 12". 02 including plaster); Weight, 

136 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
15,000 
20,000 
25,000 
30.000 
35,000 

40,000 

45,000 
50,000 
5,000 
50,000 
55,000 


.0010 
.0025 
.0035 
.0042 
.0052 
.006c 

.0070 

.0075 
.0080 

.0082 
.0092 




oc 


>4S 


5 


60,000 
65,000 
70,000 
75,000 
80,000 
85,000 
90,000 

95,000 

100,000 
5,000 
100,000 
105,000 
110,000 


.0100 
.0110 
.0120 
.0130 
.0140 
.0150 
.0160 

•0175 
.0190 

.0210 
.0225 
.0240 


.0125 


115,00c 
120,000 
125,000 
130,000 
135,000 
140,000 
145,000 

150,000 

155,000 
160,000 
161,600 


.0250 
.0270 
.0294 

•0335 
.0368 
.0420 
.0480 

.0560 

.0680 

.0950 

broken 


( cracks 
X devel- 
f oping. 



1 70 APPENDIX. 

SPECIAL TABLE \\\.— {Continued.) 

14-lNCH Concrete Cube, marked Fb ; Beds Plastered. 

Actual size: Bed — 14". 09 x 14". 05; Height = 14". 04 (or 14". 13 including plaster); Weight, 211 

pounds. 



Load. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
■50,000 

5,000 


•OOI 5 

.0030 
.0042 
.0060 
.0070 


.0045 



Load. 
Pounds. 



50,000 
60,000 
70,000 
80,000 
90,000 
100,000 
5,000 



Inch. 



Compres- 
sion. 



.0080 
.0092 
.0110 
.0125 
.0160 
.0200 



Set. 



0130 



Load. 
Pounds. 



100,000 
110,000 
120,000 
130,000 
140,000 
147,000 
14.8,000 



Inch. 



Compres- 
sion. 



.0220 

.0275 

.0350 

.0490 

.0720 
cracks in sight, 
broken 



Set. 



i6-Inch Concrete Cube, marked Fb ; Beds Plastered. 

Actual size: Bed = i6".o5 x 16". 10; Height = 16". 04 (or 16". 16 including plaster); Weight, 

325^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 




.0028 


100,000 
5,000 
100,000 
110,000 
120,000 
130,000 
140,000 
150,000 
5,000 
150,000 
160,000 
170,000 


,oo8^ 


.0042 
.0080 


180,000 
190,000 
200,000 
210,000 
220,000 
230,000 
240,000 
250,000 
260,000 
268,400 


•0235 
.0275 
•0325 
•0385 
.0440 
.0500 
.0605 
.0720 
.0920- 
broken 






0012 
0028 
0035 
0040 
0048 








20,000 
30,000 
40,000 
50,000 
5,000 
50,000 




oogo 
0100 
0110 
0120 

0135 
0150 






0049 
0052 
0062 
0069 
0075 


cracks 


70,000 
80,000 
go, 000 




0162 

0175 
0210 


in sight 



APPENDIX. 



171 



SPECIAL TABLE \\\.— {Concluded.) 

i8-Inch Concrete Cube, marked Fb\ Beds Plastered. 

Actual size: Bed = 18". 00 x 17". 62; Height = 18". 00 (or i8".i9 including plaster); Weight, 455 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,000 

100,000 

120,000 




.0004 
.0015 
.0040 
.0060 
.0072 
.0090 

.0092 
.0105 


.0045 


140,000 
160,000 
180,000 
200,000 
5,000 
200,000 
210,000 
220,000 
230,000 
240,000 


.0120 
.0140 
.0162 
.0190 

.0212 
.0220 
.0230 
.0240 
.0260 


.0100 


250,000 
260,000 
270,000 
280,000 
290,000 
300,000 
310,000 
320,000 
330,000 
331,000 


.0290 
.0320 
.0360 
.04.10 

•0455 
.0520 
.0615 
• 0695 
.0808 
.0930 


broken 



SPECIAL TABLE IV. 

Showing Amount of Compression and Set of Cubes of Mortar made 

WITH Norton's Cement. 

Composition: i vol. Cement Paste, i^ vols. Sand. 

8-Inch Mortar Cube, marked Aa\ Beds Plastered. 

Actual size: Bed = 8". 05 x 8". 03; Height = 8". n (or 8". 14 including plaster); Weight, 37 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch, 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


1, 000 
5,000 
10,000 
15,000 
20,000 
25,000 
1,000 
25,000 
30,000 
35,000 


.0015 
.0020 
.0030 
.0038 
.0042 

.0042 
.0050 
.0060 


.0010 


40,000 
45,000 
50,000 
1,000 
50,000 
55,000 
60,000 
65,000 
70,000 
75,ooG 


.0070 
.0075 
.0082 

.0088 
.0095 
.0105 
.0115 
.0122 
• 0138 


.0022 


1,000 

75,000 

80,000 

85,000 

90,000 

95,000 

100,000 

105,000 

106,000 


0142 
.0152 
.0165 
.0180 
.0200 
.0222 
.0252 
.0290 


.0045 

cracks 
broken 



1/2 



APPENDIX. 
SPECIAL TABLE \V .—{Continued.) 



8-Inch Mortar Cube, marked Ab\ Beds Plastered. 

Actual size: Bed = 8". 05 x 8". 05; He.ght = 7". 99 (or 8".oo including plaster); Weight, 36% 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sioti. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


1,000 
5,000 
10,000 
15,000 
20,000 
25,000 
1,000 
25,000 
30,000 
35,000 


.0020 
.0030 
.0042 
.0050 
.0062 

.0062 
.0070 
.0076 


.0010 


40,000 
45,000 
50,000 
1,000 
50,000 
55>ooo 
60,000 
65,000 
70,000 
75,000 




0085 
0095 
0102 


•0035 


1,000 

75,000 

80,000 

85,000 

95,000 

100,000 

105,000 

110,000 

1 15,000 

120,000 


.0152 
.0160 
.0172 
.0200 
.0210 
.0230 
.0252 
.0280 
•0353 


.0052 




0105 
0110 
0120 
0130 
0140 
0150 


broken 



Note. — Cracks appeared when the load had reached n8,ooo pounds. 



12-Inch Mortar Cube, marked Aa \ Beds Plastered. 

Actual size: Bed = i2".o3 x 12". 07; Height = 12". 03 (or 12". 24 including plaster); Weight, iiSj^ 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5, 000 
10,000 
20,000 
30,000 
40,000 
50,000 

5, 000 
50,000 
60,000 




.0520 


80,000 
90,000 
100,000 
S,ooo 
100,000 
110,000 
120,000 
130,000 
140,000 


.Cin^i 


.0760 


150,000 

160,000 

170,000 

180,000 

190,000 

192,000 

The plaste 
soft and 
parative 
account 
rate of c 


• 1032 
•1075 
.1125 
.1185 
.1260 
•1330 

r coating w 
yielding, 

y thick, w 
for the 

ompressior 






0010 
0045 
0222 
0420 
0555 




0800 
0845 






0870 
0890 
0920 
0960 
0990 


broken 
as rather 




0556 
0630 


ind com- 
lich may 
observed 
I and set. 



APPENDIX. 173 

SPECIAL TABLE \SI .—{Continued.) 

i2-Inch Mortar Cube, marked Ab\ Beds Plastered, 

Actual size: Bed = 12". 02 x 12". 02; Height = 12". 17 (or 12". n including plaster); Weight, 118% 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 

5,000 
50,000 
60,000 
70,000 


.0012 
.0030 
.0042 
.0052 
.0062 

.0065 
.0075 
.0088 


.0030 



80,000 
go,ooo 
100,000 
5,000 
100,000 
110,000 
120,000 
130,000 
140,000 
150,000 


.0100 
.0112 
.0130 

^ -0135 
.0150 
.0170 
.0192 
.0220 
.0250 


.0060 


5.000 
150,000 
160,000 
170,000 
180,000 
190,000 
196,100 
197,400 


0125 

.0260 

•0295 

•0330 

•0390 

.0480 

cracks in sight, 
broken 



i6-Inch Mortar Cube, marked A a ; Beds Plastered. 

Actual size: Bed = i6".oo x i6".oi; Height = i6".o5 (or 16". 13 including plaster); Weight, 284 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 
60,000 
70,000 
80,000 
90,000 
100,000 


.0010 
.0022 
.0038 
.0048 
.0058 
.0068 
.0075 
.0080 
.oogo 
.0098 




5,000 
100,000 
120,000 
140,000 
160,000 
180,000 
200,000 

5.000 
200,000 
220,000 
230,000 


.0100 

.Olio 

.0128 

• 0145 
.0160 
.0185 

.0192 
.0215 
.0225 


.0030 
.0060 


240,000 
250,000 
260,000 
270,000 
280,000 
290,000 
300,000 
310,000 
319,000 
320,000 
321,200 


.0240 
.0258 
.0280 
.0292 
.0310 
.0340 

•0365 
.0392 
.0490 
.0550 
.0600 


broken 



174 



APPENDIX, 



SPECIAL TABLE IN .—{Concluded .) 
i6-Inch Mortar Cube, marked Ab \ Beds Plastered. 



Actual size: Bed = i6".o5 x 16" 



5; Height — 16". 08 (or 16". 17 including plaster); Weight, 
284^^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 
60,000 
70,000 
80,000 
90,000 
100,000 


.0005 
.0015 
.0027 
.0040 
.0050 
.0060 
.0070 
.0075 
.0080 
.0090 





5,000 
100,000 
120,000 
140,000 
160,000 
180,000 
200,000 

5,000 
200,000 
220,000 
230,000 


.0090 
.0105 
.0120 
.0138 
•0155 
•0175 

.0182 
.0200 
.0215 


.0025 
.0052 


240,000 
250,000 
260,000 
270,000 
280,000 
290,000 
300,000 
310,000 
320,000 




0230 
0245 
0262 
0288 
0310 
0340 
0390 

0445 
0520 




broken 















SPECIAL TABLE V. 

Showing Amount of Compression and Set of Cubes of Concrete made 

WITH Norton's Cement. 

Composition : i vol. Cement Paste, \\ vols. Sand, and 6 vols. Broken Stone. 

8-Inch Concrete Cube, marked Aa\ Beds Plastered. 

Actual size: Bed = 8".o3 x 8^.07; Height = 8". 06 (or 8". 16 including plaster); Weight, 43*^ 

pounds. 



Load. 


Inch. 

1 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 






.0030 


30,000 
SSiOoo 
40,000 
45,000 
50,000 
1,000 
50,000 
55,000 




.0065 


60,000 
65,000 
70,000 
74,300 
75,000 
80,000 
85,000 
87,600 


••0175 
.0215 
.0260 
.0310 
.0325 

•0385 
.0485 
.0690 




5,000 
10,000 
15,000 
20,000 
25,000 




0025 
0030 
0042 
0050 
0060 




0080 
oogo 
0105 
0122 






0130 
0145 




25,000 




0062 


broken 



APPENDIX. 
SPECIAL TABLE N .-{Continued.) 



175 



S-Inch Concrete Cube, marked Ab \ Beds Plastered. 
Actual size: Bed = 8". 05 x V' .o\\ Height=8".o4 (or 8". 07 including plaster); Weight, 43 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


1,000 
5, 000 
10,000 
15,000 
20,000 
25,000 
1,000 

25,OCO 

30,000 


.0040 
.0070 
.0085 
.0098 
.0110 

.0115 
.0120 


.0078 


35,000 
40,000 
45,000 
50,000 
1,000 
50,000 
55,000 
60,000 
65,000 


.0140 
.0150 
.0170 
.0190 

.0200 
.0220 
.0240 
.0275 


.0130 


70,000 
75,000 
80,000 
85,000 
90,000 
95,000 
97,900 


.0310 
.0350 
.0398 
.0450 

•0575 
.0710 
.1000 


broken 
....... 



i2-Inch Concrete Cube, marked Aa \ Beds Plastered. 

Actual size: Bed = i2".oy x 12". 00; Height = 12". 02 (or 12". 12 including plaster); Weight, 148 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 

5,000 
50,000 
60,000 
70,000 


.0010 
.0020 
.0030 
.0040 
.0050 

.0050 
.0060 
.0070 


.0022 


80,000 
90,000 

IOO,OCO 

5,000 
100,000 
110,000 
120,000 
130,000 
140,000 
150,000 


.0080 
.0095 
.0110 

.0120 
.0130 
.0150 
.0170 
.0198 
.0230 


.0052 


160,000 
170,000 
180,000 
184,000 
190,000 
200,000 
210,000 
215,400 
218,100 


.0265 
.0310 
.0362 
cracks in 
.0415 
.0510 
.0645 
.0870 
broken 


sight 



176 



APPENDIX. 



SPECIAL TABLE Y .—{Continued.) 

i2-Inch Concrete Cube, marked Ab\ Beds Plastered. 

Actual size: Bed = i2".oox 12". 00; Height = i2".o5 (or 12". 15 including plaster); Weight, 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set, 


5,000 
10,000 
20,000 
30,000 
50,000 

5,000 
50,000 
60,000. 
70,000 
80,000 


.0015 
.0042 
.0058 
.0085 

.0087 
.0100 
.0115 
.0130 


.0050 



90,000 
100,000 
5,000 
100,000 
110,000 
120,000 
130,000 
140,000 
150,000 
5,000 


.0148 
.0160 

.0170 
.0185 
.0200 
.0220 
.0245 
.0280 


.0098 
.0172 


150,000 
160,000 
170,000 
180,000 
190,000 
200,000 
210,000 
220,000 
228,300 
232,900 


.0292 
.0320 
.0340 
.0380 
.04,30 
.0500 -j 
.0590 
.0720 
. 1100 
broken 




cracks in 
sight 



i6-Inch Concrete Cube, marked Aa, 134; Beds Plastered. 

Actual size: Bed = i6''.io x 16". 07; Height = i6".os (or 16". 20 including plaster); Weight, 353 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 
60,000 
70,000 
80,000 
90,000 

100,000 
5,000 

100,000 


.0008 
.0030 
.0042 
.0049 
.0054 
.0060 
.0065 
.0070 
.0075 
.0080 

.0080 


.0044 


120,000 
140,000 
160,000 
180,000 
200,000 
5,000 
200,000 
210,000 
220,000 
230,000 
240,000 
250,000 
' 260,000 


.0090 
.0100 
.0115 
.0130 
.0150 

.0160 
.0170 
.0182 
.0202 
.0222 
.0250 
.0275 


.0072 


270,000 
280,000 
290,000 
300,000 
310,000 
320,000 
330,000 
340,000 
350,000 
360,000 
370,000 
379,200 


.0315] 

.0360 

.0400 

.0450 

. 0500 ■< 

.0600 

.0710 

.0805 

.0900 

.1090 

• 1450 

.2030 


snappi'g- 
sounds 

cracks in 
sight 

* 

broken 



APPENDIX. 177 

SPECIAL TABLE N .—{Concluded:) 

i6-Inch Concrete Cube, marked Ab^ 135; Beds Plastered, 

Actual size: Bed = 16^.04 x 16^.05; Height = 16". 10 (or 16". 27 including plaster); Weight, 352^^ 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load, 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion, 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 
60,000 
70,000 
80,000 
90,000 

100,000 
5,000 

100,000 


.0008 
.0015 
.0025 
.0030 
.0038 
.0042 
.0050 
•0055 
.0060 
.0069 

.0070 


.0030 


120,000 
140,000 
160,000 
180,000 
200,000 
5,000 
200,000 
220,000 
230,000 
240,000 
250,000 
260,000 
270,000 


.0080 
0092 
.0110 
.0130 
.0150 

.0160 
.0180 
.0192 
.0208 
.0235 
.0260 
.0290 


.0070 
... 


280,000 
290,000 
300,000 
310,000 
318,700 
320,000 
330,000 
340,000 
350,000 
360,000 
368,000 


.0320 
.0360 
.0420 
.0500 
•0538 
.0580 
.0602 
.0650 
.0740 
.0875 
.1170 


broken 

■ 



SPECIAL TABLE VI. 

Showing Amount of Compression and Set of Cubes of Mortar made 

WITH Norton's Cement. 

Composition : i vol. Cement Paste, 3 vols. Sand. 

8-Inch Mortar Cube, marked Ba ; Beds Plastered. 

Actual size: Bed = 7". 96 X 8". 04; Height = 8". 05 (or 8". 18 including plaster); Weight, 35 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set, 


Compres- 
sion. 


Set. 


1,000 






25,000 

1,000 

25,000 

■ 30.000 

35,000 


.0090 

.0095 
.0110 
.0130 


.0030 


40,000 
45,000 
50,000 
54,250 


.0150 
.0180 
.0230 
.0400 




5,000 
10,000 
15,000 
20,000 




0025 
0042 
0060 

0075 


broken 



12 



178 APPENDIX. 

SPECIAL TABLE VI.— {Continued.) 

8-Inch Mortar Cube, marked Bb ; Beds Plastered. 

Actual size: Bed = 8".o5 x 8".o2; Height == B". 00 (or 8". 10 including plaster); Weight, 35 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion, 


Set. 


1,000 

5,000 

10,000 

15,000 

20,000 


.0030 
.0050 
.0060 
.0075 




25,000 
1,000 
25,000 
30,000 
35,000 


.0090 

.0095 
.0110 
.0130 


.0040 


40,000 
45,000 
471250 


.0160 
.0230 
.0360 


broken 



i2-Inch Mortar Cube, marked Ba ; Beds Plastered. 

Actual size: Bed = 12^.02 x 12". 06; Height = i2".oo (or 12". 08 including plaster); Weight, 116 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 


.0012 
.0030 
.0040 
.0055 




50,000 
5,000 
50,000 
60,000 
70,000 




0069 


.0029 


80,000 
90,000 
98,500 


•0135 
.0180 
.0410 




20,000 
30,000 
40,000 




0072 
0083 
0108 


broken 



12-Inch Mortar Cube, marked Bb \ Beds Plastered. 

Actual size: Bed = 12". 07 x 12". n; Height = 12". n (or 12". 14 including plaster); Weight, 

1163^ pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 


.0010 
0025 
.0040 
• 0055 




50,000 
5,000 
50,000 
60,000 
70,000 


.0070 

.0075 
.0090 
.0120 


.0028 


80,000 

90,000 

100,000 

ior,6oo 


.0152 
.0210 
.0320 
.0410 


broken 



APPENDIX. 



1/9 



SPECIAL TABLE Ml —{Concluded.) 

i6-Inch Mortar Cube, marked Ba ; Beds Plastered. 

Actual size: Bed = i6".io x i6".ii; Height = i6".io (or 16.24 including plaster); Weight, 

277/^2 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 
60,000 
70,000 


.0010 
.0025 
•0035 
.0042 
.0052 
.0065 
.0075 




80,000 
go, 000 
100,000 
5,000 
100,000 
110,000 
120,000 
130,000 




0082 
0095 

Olio 

OII2 
0125 
0140 
0160 


.0042 


140,000 
150,000 
160,000 
170,000 
180,000 
190,000 
194,200 


.0180 
.0205 
•0235 
.0272 
.0320 
.0420 
.0560 


broken 



i6-Inch Mortar Cube, marked Bb ; Beds Plastered. 

Actual size: Bed = 16". 07 x i6".oo; Height = 16". 09 Cor 16". 25 including plaster;; Weight, 

277^ pounds. 



Load. 


Inch 


. 






Load, 
Pounds. 




Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 
60,000 


.0020 
.0038 
.0050 
.0062 
.0072 
.0082 










70,000 

80,000 

90,000 

100,000 

5,000 

100,000 

1 10,000 




0098 

Olio 

0122 
0140 


•0055 


120,000 
130,000 
140,000 
150,000 
160,000 
170,000 
176,750 


.0172 
.0192 
.0225 
.0258 
.0302 
.0380 
.0540 






0145 

0160 


broken 



i8o 



APPENDIX. 



SPECIAL TABLE VIL 

Showing Amount of Compression and Set of Cubes of Concrete made 

WITH Norton's Cement. 

Composition : i vol. Cement, 3 vols. Sand, 6 vols. Broken Stone. - 

8-Inch Concrete Cube, marked Ba \ Beds Plastered. 

Actual size: Bed = 8", 02 x 8". 00; Height = 8". 02 (or 8". 16 including plaster); Weight, 42 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds, 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


1,000 

5,000 

10,000 

15,000 

20,00c 


.0062 
.0090 
.0110 
.0120 




25,000 
1,000 
25,000 
30,000 
35,000 


.0142 

.0150 
.0162 
.0185 


.0110 


40,000 
45,000 
50,000 
54,300 
56,400 


.0215 
.0258 
.0330 
.0480 
broken 





8-Inch Concrete Cube, marked Bb ; Beds Plastered. 

Actual size: Bed = 8".oo x 8". 15; Height = 8". 05 (or 8^.24 including plaster); Weight, 42J 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch, 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


1,000 

5,000 

10,000 

15,000 

20,000 


.C022 
.0040 
.0055 
.0070 




25,000 
1,000 
25,000 
30,000 
35,000 


.0085 

.oogo 
.0100 
.0120 


.0042 


40,000 
45,000 
50,000 
55,000 


.0142 
.0172 
.0230 
.0450 


broken 



i2-Inch Concrete Cube, marked Ba ; Beds Plastered. 

Actual size: Bed = 12", 01 x 12". u; Height = 12". 03 (or \i" .x-j including plaster); Weight, 140 

pounds. 



Load, 


Inch, 


1 

Load. 

Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds, 


Compres- 
sion, 


Set. 


Compres- 
sion. 


Set, 


Compres- 
sion. 


Set, 


5,000 
10,000 
20,000 
30,000 
40,000 


.0007 
.0022 
.0040 
.0050 




50,000 
5,000 
50,000 
60,000 
70,000 


.0065 

.0070 
.0080 
.0104 


.0030 


80,000 

90,000 

100,000 

1 10,000 

112,650 


.0125 
.0180 
.0290 

•0575 
.0760 


broken 



APPENDIX. 



I8l 



SPECIAL TABLE Yll.— {Continued.) 

i2-Inch Concrete Cube, marked Bb ; Beds Plastered. 

Actual size: Bed = i2".o6 x 12". 05; Height = i2"o5. (or 12". 14 including plaster); Weight, 

140 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
fsion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 


.0010 
.0025 
.0038 
.0049 




50,000 
5,000 
50,000 
60,000 
70,000 


.0062 

.0062 
.0075 
.0090 


.0025 


80,000 

90,000 

100,000 

109,900 


.0112 

•o'55 
.0240 
.0525 


broken 



i6-Inch Concrete Cube, marked Ba ; Beds Plastered. 

Actual size: Bed = 16". 14 x 16". 03; Height = i6".i3 (or 16". 21 including plaster); Weight, 339 

pounds. 



Load. 


Inch. 

1 


Pounds. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20.000 
30,000 
40,000 
50,000 

5,000 
50,000 
60,000 
70,000 
80,000 
90,000 
100,000 

5,000 


.0008 
.0022 
.0040 
.0050 
.0062 

.0065 
.0075 
.0084 
.0095 
.0105 
-0115 


.0045 
.0072 



Load. 
Pounds. 



100,000 
110,000 
120,000 
130,000 
140,000 
150,000 
5,000 
150,000 
160,000 
170,000 
180,000 
190,000 
200,000 
210,000 



Inch. 



Compres- 
sion. 



.0123 
.0130 
.0140 
.0150 
.0170 
.0180 

.0190 
.0200 
.0215 
.0242 
.0272 
.0360 
.0450 



Set. 



Load. 
Pounds. 



222,100 
222,100 



Inch. 



Compres- 
sion. 



.0500 



. 0660 \ 



.0940 j 
.1450' 



Set. 



Com- 
pression 

after 
sustain- 
ing load 
5 min- 
utes; 
cracks 
in sight. 



After 10 
minutes. 
After 12 



minutes, when disintegration 
took place rapidly. 



l82 



APPENDIX. 



SPECIAL TABLE V\\.— {Concluded.) 

i6-Inch Concrete Cube, marked Bb\ Beds Plastered. 

Actual size: Bed = i6".i2 x 16". lo; Height = 16". 14 (or 16". 24 including plaster); Weighty 

339}^ pounds. 



Load. 


Inch. 


Load. 

Pounds. 

90,000 
100,000 

5,000 
100,000 
110,000 
120,000 
130,000 
140,000 
150,000 

5,000 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 

5,000 
50,000 
60,000 
80,000 


.0010 
.0020 
.0030 
.0040 
.0045 

.0047 
.0060 
.0068 




.0020 


.0075 
.0080 

.0085 
.0092 
.0105 
.0120 
.0132 
.0150 


•0035 
.0070 


150,000 
160,000 
170,000 
180,000 
190,000 
200,000 
210,000 
215,000 


.0162 

.0180 

.0210 

.0260 

.0320 

.0400 

.0540 ■< 

.0820 


cracks in 
sight, 
broken 



SPECIAL TABLE VIII. 

Showing Amount of Compression and Set of Cubes of Mortar made 
WITH National Portland Cement. 

Composition: i voL Cement Paste, 3 vols. Sand. 
8-Inch Mortar Cube, marked Ca ; Beds Plastered. 



Actual size: Bed = 



X 8". 04; Height = 8".or (or 8".i3 including plaster); Weight, 35^^ 
pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


1,000 




.0005 


60,000 

70,000 

80,000 

90,000 

100,000 

1,000 

100,000 

110,000 

120,000 


. 00 1; i; 


.0015 


130,000 
140,000 
150,000 
1,000 
150,000 
160,000 
168,000 


.0122 
.0138 
.0150 



.0160 
.0170 
.0210 




5,000 
10,000 

20,000 
30,000 
40,000 
50,000 
1,000 




0008 
0012 
0020 
0030 
0038 
0045 




0062 
0071 
0080 
oogo 


.0030 




0095 

0102 
0112 


broken 


50,000 




0045 





APPENDIX. 



183 



SPECIAL TABLE VIW— {Continued.) 

8-Inch Mortar Cube, marked Cb ; Beds Plastered. 

Actual size: Bed = 8". 01 x 7". 96; Height = 8". 13 (or 8^.25 including plaster); Weight, 36 

pounds. 



Load. 




Inch. 


Load. 
Pounds. 


Inch, 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


1 
Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


1,000 




.0032 


50,000 
60,000 
70,000 
80,000 
90,000 

100,000 
1,000 

100,000 


.0100 
.0110 
.0120 
.0130 
.0140 
.0152 

.0158 


.0045 


110,000 
120,000 
130,000 
140,000 
150,000 
1,000 
150,000 


.0165 
.0180 
.0198 
.0220 
.0250 

.0310 




5,000 
10,000 
20,000 
30,000 
40,000 
50,000 

1,000 




0030 
0045 
0065 
007s 
0088 
0100 


.0090 
broken 









i2-Inch Mortar Cube, marked Ca ; Beds Plastered. 

Actual size: Bed = i2".oo x 12". 05; Height = 12". 07 (or 12". 15 including plaster); Weight, 125 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
40,000 
60,000 
80,000 
100,000 

SjOOO 
100,000 
120,000 


.0010 
.0015 
.0023 
.0040 
.0048 
.0058 

.0062 
.0070 


.0029 


140,000 
160,000 
180,000 
200,000 
5,000 
200,000 
220,000 
240,000 
260,000 
280,000 


.0075 
.0082 
.0090 
.0102 

.0102 
.0115 
.0125 
.0140 
.0156 


• 0031 


290,000 
300,000 
5,000 
300,000 
310,000 
320,000 
330,000 
340,000 
350,000 
357,400 


.0168 
.0178 

.0180 
.0190 
.0200 
.0210 
.0222 
.0242 
.0272 


.0048 
broken 



1 84 



APPENDIX. 



SPECIAL TABLE Mill.— {Continued.) 

12-Inch Mortar Cube, marked Cb-, Beds Plastered. 

Actual size: Bed = i2".o2 x i2".oo; Height = i2".io(or 12". 15 including plaster); Weight, 125^^ 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds, 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,000 

100,000 

120,000 


.0002 
.0009 
.0020 
.0029 
.0038 
.0045 

.0045 
.0057 


.0010 


140,000 
160,000 
180,000 
200,000 
5,000 
200,000 
220,000 
240,000 
260,000 
270,000 


.0068 
.0078 
.0090 
.0102 

.0107 
.0120 
.0132 
.0150 
.0159 


.0022 


280,000 
290,000 
300,000 
5,000 
300,000 
310,000 
320,000 
330,000 
340,000 
345,600 


.0168 
.0180 
.0190 

.0195 
.0210 
.0220 
.0235 
.0260 
.0290 


.0050 
broken 



16- Inch Mortar Cube, marked Ca ; Beds Plastered. 

Actual size: Bed = 16". 12 x i6".i2; Height = 16". 22 (or 16". 24 including plaster) ; Weight, 283 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,000 

100,000 

120,000 

140,000 

160,000 

180,000 

200,000 

5,000 

200,000 

220,000 


.0002 
.0002 
.0008 
.0012 
.0020 
.0026 



.0028 

.0031 
.0037 
.0042 
.0048 
.0050 

■0055 
.0060 


.0015 
.0023 


240,000 
260,000 
280,000 
300,000 

5,000 
300,000 
320,000 
340,000 
360,000 
380,000 
400,000 

5,000 
400,000 
420,000 
440,000 
460,000 
480,000 


.0064 
.0070 
.0075 
.0080 

.0085 
.0090 
.0096 
.0102 
.0110 
.0118 

.0120 
.0125 
.0132 
.0140 
.0150 


.0038 
.0052 


500,000 
5,000 
500,000 
520,000 
540,000 
560,000 
580,000 
600,000 
5,000 
600,000 
610,000 
620,000 
630,000 
640,000 
650,000 


.0160 

.0165 
.0172 
.0181 
.0188 
.0202 
.0215 

.0230 
.0235 
.0242 
.0250 
.0260 
.0272 



,0070 

.0095 
broken 



APPENDIX. 185 

SPECIAL TABLE SIIW.— {Concluded:) 

i6-Inch Mortar Cube, marked Cb ; Beds Plastered. 

Actual size: Bed = 16". 04 x 16". 08; Height = 16". 12 (or 16". 20 including plaster); Weight, 283 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
40,000 
80,000 
100,000 


.0002 
.0005 
.0013 
.0030 
•0035 

.0035 
.0050 
.0062 
.0070 

.0070 
.0080 
.0094 


.0015 
.0022 


300,000 
5,000 
300,000 
340,000 
380,000 
400,000 
5,000 
400,000 
420,000 
440,000 
460,000 
480,000 
500,000 
5,000 
500,000 


.0102 

.0102 
.0118 
.0132 
.0142 

.0148 
.0152 
.0162 
.0170 
.0180 
.0190 

.0198 


.0032 
.0042 

.0060 


520,000 
540,000 
560,000 
580,000 
600,000 
5,000 
600,000 
610,000 
620,000 
630,000 
640,000 
650,000 
654,500 




0208 
0220 
0230 
0242 
025s 


.0080 


5,000 
100,000 
140,000 
180,000 
200,000 

5,000 
200,000 
240,000 
280,000 




0265 
0275 
0284 
0292 
0304 
0330 
0350 


broken 















SPECIAL TABLE IX. 

Showing Amount of Compression and Set of Cubes of Concrete made 
WITH National Portland Cement. 

Composition: i vol. Cement Paste, 3 vols. Sand, 6 vols. Broken Stone. 

8-Inch Concrete Cube, marked Ca ; Beds Plastered. 

Actual size: Bed = 8". 04 x 7". 99; Height — 8". 11 (or 8". 24 including plaster); Weight, 43 

pounds. 



Load. 


Inch, 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


1,000 




.0042 


60,000 

70,000 

80,000 

90,000 

100,000 

1,000 

100,000 

110,000 

120,000 


.0085 
.0095 
.0102 
.0112 
.0120 

.0125 
.0132 
.0145 


• 0055 


130,000 
140,000 
150,000 
160,000 
170,000 
180,000 
190,000 
196,500 


.0160 

•0175 
.0195 
.0220 
.0255 
.0300 

•0365 
.0480 




5,000 
10,000 
20,000 
30,000 
40,000 
50,000 




0040 
0045 
0057 
0065 
0070 
0080 


broken 


50,000 




ooSo 





1 86 



APPENDIX. 



SPECIAL TABLE lX.~{Continued.) 

8-Inch Concrete Cube, marked Cb ; Beds Plastered. 

Actual size: Bed = 8". 05 x 8".o3; Height = 8". 18 (or 8". 21 including plaster); Weight, 43 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


1,000 
5,000 
10,000 
20,000 
30,000 
40,000 
50,000 
1,000 
50,000 


.0010 
.0020 
.0032 
.0042 
.0052 
.0062 

.0065 


.0020 


60,000 

70,000 

80,000 

90,000 

100,000 

1,000 

100,000 

110,000 

120,000 


.0072 
.0082 
.0095 
.0110 
.0125 

.0132 
.0x50 
.0170 


.0048 


130,000 
140,000 
150,000 
160,000 
170,000 
180,000 
190,000 
193,500 



.0200 
' .0225 
.0250 
.0275 
.0310 
.0350 
.0415 
.0480 


broken 



12-Inch Concrete Cube, marked Ca ; Beds Plastered. 

Actual size: Bed = 12". 00 x i2".o4; Height=:i2".o9 (or 12". 19 including plaster); Weight, 143 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5»ooo 

10,000 

20,000 

40,000 

60,000 

80,000 

100,000 

5,000 

100,000 

1 20,000 

140,000 

160,000 

180,000 


.0010 
.0020 
.0032 
.0042 
.0052 
.0065 

.0065 
.0075 
.0085 
.0100 
.0125 


.0030 


190,000 
200,000 
5,000 
200,000 
210,000 
220,000 
230,000 
240,000 
250,000 
s6o,ooo 
270,000 
280,000 
290,000 


.0140 

• 0155 

.0162 
.0180 

• 0195 
.0220 
.0240 
.0260 
.0280 
.0300 
•0325 
•0345 


.0090 


300,000 
5, 000 
300,000 
310,000 
320,000 
330,000 
340,000 
350,000 
360,000 
365,500 
367,000 


.0372 

.0400 
.0420 
.0440 
.0472 

•0505 

.0540 

.0615 

.o670-< 

.0720 


.0248 

cracks 
in sight 
broken 



APPENDIX. 



187 



SPECIAL TABLE lY..— {Continued.) 

12-Inch Concrete Cube, marked Cb ; Beds Plastered. 

Actual size: Bed = i2".oox 12". 03; Height = 12". 10 (or 12". 18 including plaster); Weight, 143^ 

pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load, 
Pounds. 


Inch, 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set, 


Compres- 
sion. 


Set. 


5.000 

10,000 

20,000 

40.000 

60,000 

80,000 

100,000 

5,000 

100,000 

120,000 

140,000 

160,000 


.0010 
.0023 
.0045 
.0058 
.0068 
.0078 

.0080 
.0087 
.0098 
.0108 


.0040 


180,000 
200,000 

5,000 
200,000 
220,000 
240,000 
260,000 
280,000 
300,000 

5,000 
300,000 
310,000 


.0118 
.0130 

.0130 
.0140 
• 0150 
.0170 
.0180 
.0200 

.0212 
.0222 


.0060 
.0100 


320,000 
330,000 
340,000 
350,000 
360,000 
370,000 
380,000 
390,000 
400,000 
410,000 


.0230 
.0240 
.0260 
• 0275 
.0292 
.0312 

•0345 
.0380 
.0400 
.0500 


broken 



i6-Inch Concrete Cube, marked Ca ; Beds Plastered. 

Actual size: Bed = i6",o6 x 16", 15; Height = 16". 11 (or 16". 19 including plaster); Weight, 345 

pounds. 



Load. 


Inch, 


Load, 
Pounds. 


Inch, 


Load, 
Pounds, 


Inch, 


Pounds. 


Compres- 
sion. 


Set, 


Compres- 
sion, 


Set, 


Compres- 
sion, 


Set. 


5,000 

10,000 

20,000 

40,000 

80,000 

100,000 

5,000 

100,000 

140,000 

180,000 

200,000 

5,000 

200,000 

240,000 

280,000 

300,000 

5,000 

300,000 


.0002 
.0009 
.0018 
.0030 
•0035 

.0037 
.0050 
.0062 
.0069 

.0070 
.0080 
.0095 
.0102 

.0105 


.0020 
.0030 
.0042 


340,000 
380,000 
400,000 

5,000 
400,000 
420,000 
440,000 
460,000 
480,00c 
500,000 

5,000 
500,000 
520,000 
540,000 
560,000 
580,000 
600,000 

5,000 


.0120 
.0138 
.0148 

.0152 
.0162 
.0170 
.0182 
.0198 

.02 ID 

.0220 
.0231 

.0245 
.0260 
.0278 
.0300 


.0060 
.0085 
• 0132 


600,000 
610,000 
620,000 
640,000 
650,000 
660,000 
670,000 
680,000 
690,000 
700,000 
710,000 
720,000 
730,000 
738,000 
740,000 
747,000 


.0322 
.0340 
•0350 
.0365 

•0375 
.0390 
.0410 
.0436 

• 0465 
.0502 

• 0535 -j 
.0560 
.0610 
.0710 
.0770 
.0820 


cracks 
in sight 

broken 



1 88 APPENDIX. 

SPECIAL TABLE IX.— {Concluded.) 

i6-Inch Concrete Cube, marked Cb, 175; Beds Plastered. 

Actual size: Bed = 16" .ij x 16", 08; Height = i6"r6. (or 16". 24 including plaster); Weight, 352 

pounds. 



Load. 



Inch. 



Pounds. 


Compres- 
sion. 


5,000 




10,000 


.0005 


20,000 


.0012 


40,000 


.0020 


80,000 


.0030 


100,000 


.0039 


5,000 




100,000 


.0040 


140,000 


.0050 


180,000 


.006c 


200,000 


.0065 


5,000 




200,000 


.0067 


240,000 


.0075 


280,000 


.0088 


300,000 


.0092 


5.000 




300,000 


.0096 


340,000 


.0110 


380,000 


.0120 


400,000 


.0130 


5,000 




400,000 


.0135 


440,000 


.0150 


480,000 


.0162 


500,000 


•0175 


5,000 




500,000 


.0182 


540,00c 


.0202 


580,000 


.0222 


600,000 


.0240 


5,000 




600,000 


.0258 


6ro,ooo 


.0268 


620,000 


.0272 


630,000 


.0280 


650,000 


.0290 


660,000 


.0300 



Set. 



.0030 



• 0039 



.0050 



.0068 



■ 0095 



Load. 



Pounds. 



670,000 
680,000 
690,000 
700,000 
710,000 
720,000 
730,000 
740,000 
750,000 
760,000 
770,000 
780,000 
790,000 
795,000 
800,000 

5,000 
100,000 
200,000 
300,000 
400,000 
500,000 
600,000 
700,000 
800,000 

5,000 
400,000 
600,000 
700,000 
800,000 



800,000 

800,000 
800,000 
800,000 
800,000 
5,000 



Inch. 



Compres- 
sion. 



.0305 

•0315 
.0330 
.0348 
.0358 
.0365 

•0375 
• 0390 
.0405 
.0430 



.0465 
.0490 
.0510 
•0530 

•0335 

.0380 

.0420 

.0450 

.0480 

.0510 

•0540- 

.0600 



.0570 
.0610 
.0665 



.0720 
.0730 
.0740 
.0752 



Set. 



.0270 



cracks 
in sight 

.0320 



after sus- 
taining 
this load 
for 2 min. 

for 4 min. 

for 6 min, 

for 8 min. 

for 10 m. 

.0415 



Load. 



Pounds. 



5,000 
5,000 
5,000 
100.000 
200,000 
300,000 
400,000 
500,000 
600,000 
700,000 
800,000 



800,000 

800,000 

800,000 

800,000 

800,000 

5,000 

5,000 

5,000 

5,000 

100,000 

200,000 

300,000 

400,000 

500,000 

600,000 

700,000 

800,000 

800.000 



Inch. 



Compres- 
sion. 



aft. 2 min, 

"4 " 
" 6 " 



0500 
0570 
0610 
0650 
0685 
0710 
0740 
08 ro 



550^ 



0910 
0930 



aft. 



2 mm, 

4 " 
6 " 

.0660 

.0720 

.0770 

.0812 

.0850 

.0885 

.0930 



Set. 



.0410 
• 0405 
.0405 



aftersus- 
taining 
this load 

for 2 
minutes, 
for 4 min 

" 6 " 



10 

•0550 

•053s 

•0532 

.0532 



aftersus- 



. 1210 

taining the maximum load for 
2 minutes, when the piece rap- 
idly failed and broke. Time 
from first application of maxi- 
mum load to final failure, i 
hour 20 minutes. 



APPENDIX, 



[89 



SPECIAL TABLE X. 

Showing Amount of Compression and Set of Short Solid Brick Piers. 

Each pier ivas built of common^ hard North River brick, in six courses, i^^ brick {or 12 
inches) square in cross-section. The mortar consisted of 1 par<t Newark Co/s Rosendale 
cement, and 2 parts sand. The mortar joints "were about % inch thick. Each pier ivas 
furnished with base and cap of North River bluestone, and was made to represent ordinary 
brickwork. 

First Brick Pier, marked I.; End Faces not Plastered, 

Actual size: Section = 12". 00 x 12". 00; Length, brickwork, i6".42; including bluestone, 22".42. 

Weight of brick only, 154 pounds; including bluestone, 238 pounds. 



Load, 
Pounds. 



5,000 

10,000 
20,000 
30,000 
40,000 
50,000 
5,000 

50,000 



Inch. 



Compres- 
sion. 



.0020 
.0050 
.0075 
.0100 
.0120 



60,000 


.0140 


70,000 


•0155 


80,000 


•0175 


90,000 


.0192 



Set. 



Load. 
Pounds. 



100,000 

5,000 
100,000 
110,000 
120,000 
130,000 
140,000 

150,000 

5,000 
1 50,000 
160,000 
170,000 



Inch. 



Compres- 
sion. 



.0215 

,0220 
.0238 
•0255 
.0275 
.0298 

.0322 



.0332 
•0352 
.0370 



Set. 



First 
snann'g 
souud. 
.0040 



Load. 
Pounds. 



100,000 

190,000 
200,000 
5,000 
200,000 
220,000 

240,000 

260,000 
280,000 
291,000 



Inch. 



Compres- 
sion. 



.0396 

.0430 
.0460 



.0490 
.0540 

r 
.0615-1 

I 
•0745 

.0900 

broken 



Set. 



longi- 
tudinal 
cracks in 
2 courses 



1 90 



APPENDIX. 



SPECIAL TABLE 7^.— {Continued.) 

Second Brick Pier, marked II.; End Faces not Plastered. 

Actual size: Section = 12". oo x ii".9o; Length, brickwork, 16". 53; including bluestone, 22".o8. 

Weight of brick only, 151 pounds; including bluestone, 233 pounds. 



Load. 


Inch. 


Load. 
Peunds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 

5,000 
50,000 
60,000 
70,000 
80,000 




0020 
0050 
0080 
oio8 
0132 


.0030 


90,000 
100,000 
5,000 
100,000 
110,000 
120,000 
130,000 
140,000 
150,000 
5,000 
150,000 


.0230 
.0252 

.0260 
.0278 
.0302 
•0330 
•0350 
•0375 

.0388 


.0050 
.0081 


160,000 
170,000 
180,000 
190,000 
200,000 
5,000 
200,000 
220,000 
240,000 
260,000 




0405 -j 

0430 

0460 

0498 

0530 


snappi'g 
sounds. 

.0132 




0553 
0600 j 
0720 
0940 




0138 
0150 
0180 
0204 


cracks in 
3 courses 

broken 











Third Brick Pier, marked III.; End Faces not Plastered. 

Actual size: Section = 12". 00 x 12". 00; Length, brickwork, i6".32; including bluestone, 22". 58. 

Weight of brickwork only, 154 pounds; including bluestone, 241 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 

5,000 
50,000 
60,000 
70,000 
80,000 
90,000 




.0042 


100,00c 
5,000 
100,000 
110,000 
120,00c 
130,000 
140,000 
150,000 
5,000 
150,000 
160,000 
170,000 


.0252 

.0260 

.0280 

.0298 

.0320 

.0360 ■< 

.0390 

.0402 
.0423 
.0450 


.0062 

snapping 
sounds. 

.OII2 


180,000 
190,000 
200,000 
5,000 
200,000 
210,000 
220,000 
230,000 
240,000 
250,000 
260,000 


.0480 
.0522 
•0565 

•0590-1 

.0620 

.0662 

.0720 

.0790 

.0880 

.1030 






0035 
0080 
0102 
0125 
0150 

0152 
0170 
0192 
0210 
0230 


.0168 
cracks in 
3 courses 

broken 



APPENDIX. 



191 



SPECIAL TABLE Y..— {Continued.) 

Fourth Brick Pier, marked IV.; End Faces not Plastered. 

Actual size: Section = 12". 00 x i2".oo; Length, brickwork, 16". 25; including bluestone, 22".5o. 
Weight of brickwork only, 153 pounds ; including bluestone, 240 pounds. 



Load. 


Inch. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 


.0020 
.0042 
.0062 
.0080 
.0100 

.0100 
.0115 
.0130 
.0150 
.0170 
.0190 


.0020 



5,000 
100,000 
110,000 
120,000 
130,000 
140,000 
150,000 

5,000 
150,000 
160,000 
170,000 
180,000 
190,000 




.0030 

.0050 

snapping 
sounds 


200,000 
5,000 

200,000 

210,000 
220,000 
230,000 
240,000 
250,000 
260,000 
270,000 
280,000 


.Od^O 






0190 
0210 
0230 

0250 
0270 
0295 






.0092 

cracks 

in 2 
courses 


20,000 
30,000 
40,000 
50,000 
5,000 
50,000 
60,000 
70,000 
80,000 
90,000 




04 60 J 

0485 
0512 

0550 
0600 
0650 

0745 
0870 
0990 




0310 

0330 
0352 
0370 
0400 -j 


broken 











Fifth Brick Pier, marked V.; End Faces not Plastered, 

Actual size: Section = 12". 00 ^ 12". 00; Length, brickwork, 15". 97; including bluestone, 23".22. 
Weight of brickwork only, 148 pounds ; including bluestone, 251 pounds. 



Load. 


Inch'. 


Load. 
Pounds. 


Inch. 


Load. 
Pounds. 


Inch. 


Pounds. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 


.0040 
.0095 
.0132 
.0160 
.0192 

.0195 
.0220 
.0245 
.0270 
.0295 


.0072 


100,000 
5,000 
100,000 
110,000 
120,000 
130,000 
140,000 
150,000 
5,000 
150,000 
160,000 
170,000 




0320 


.0110 
.0160 


180,000 
190,000 

200,000 

5,000 

200,000 

210,000 

220,000 

230,000 

240,000 

250,000 
*At 220,00 
opmentof 




0570 
0610 

0660 -| 




20,000 
30,000 
40,000 
50,000 
5,000 
50,000 
60,000 




0330 
0350 

0375 
0410 

0435 
0470 


3d course 
beginsto 
flake off. 
0228 


Dpd 
lon^ 


0688 
0740 

0785 
0842 

0915 
1130 
s. gene 
jitudin 


* 


70,000 
80,000 
90,000 




0490 
0510 
0540 


broken 
ral devel- 
al cracks. 



192 



APPENDIX. 



SPECIAL TABLE Y..— {Concluded:) 

Sixth Brick Pier, marked VI. ; End Faces Not Plastered. 

Actual size: Section = i2".oox ii".75; Length, brickwork, 15". 88; including bluestone, ai'^.g?. 

Weight of brickwork only, 147 pounds; including bluestone, 230 pounds. 



Load. 


Inch. 


Load, 
Pounds. 


Inch, 


Load. 

1 

Pounds. 


Inch. 


Pounds, 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


Compres- 
sion. 


Set. 


5,000 
10,000 
20,000 
30,000 
40,000 
50,000 

5,000 
50,000 
60,000 
70,000 
80,000 
90,000 


.0030 
.0060 
.0080 
.0102 
.0120 

.0120 
.0140 
.0160 
.0180 
.0205 


.0022 


100,000 
5,000 
100,000 
110,000 
120,000 
130,000 
140,000 
150,000 
5,000 
150,000 
160,000 
170,000 


.0225 

,0235 
.0252 
,0275 
.0302 
.0330 
.0360 

.0372 
.0400 
.0432 


,0040 
.0080 


180,000 
190,000 
200,000 
5,000 
200,000 
210,000 
220,000 
230,000 
240,000 

250,000 
251,000 


.0470 
.0510 
• 0550 

.0590 
.0632 
.0700 
.0760 
.0870 

.0990-^ 
.1090 


.014S 

cracks 

in 2d 

course 

broken 



INDEX. 



Aberdeen blue granite, . . . . . . . . 

Advantage of using paste of plaster of Paris on bed-faces, . 
Age of specimens tested, ........ 

Aide-Memoire, Royal Engineers, ...... 

Amorphous stone. Manner of failure under compressive stress, 
Appendix: General Tables I — V, ...... 

Special Tables I — X, ...... 

Strain-sheets: Plates I — VIII. 
Artificial stone. Difficulty of making it a true monolith, . 



PAGE 

22, 23 

12, ig, III 

10 

110 

16, 17 

117-147 

148-192: 

27 



Barlow's tests of Portland stone, ........ 23 

Bath lime-stone, ........... 22 

Bed-faces of specimens to be tested. Difficulty of rendering them per- 
fectly smooth. Plaster of Paris useful for the purpose, 11, 12, 13, in 
Berea sandstone tested at the Brooklyn Navy -yard, . . 1,6, 21, 22 

" " tested between various kinds of cushions, . . 3> 4> 5 

" " Its strength in the form of prismatic slabs, . . .4, 40 

" " used for formulating a law expressing the crushing 

strength of various-sized cubes of a rigid material, 5, 6, 21 
" " seems to possess homogeneity of structure to a consider- 
able degree, 27, 29, 35, in, 113 

22, 23 



Bramley Fall sandstone, 

Brick piers: 

Size and material of piers tested. 

Description and discussion of tests. 
Brick piers tested under directions of Col. T. T. S. Laidley, 
Brickwork. Variations in strength of, . 
British building stone. Compressive strength of, 
Brooklyn Navy-yard. Tests made at, 



Cement tested at the Watertown Arsenal. 
Cement bricks. Grant's tests of, 
Reid's tests of, 



General description of. 





10 


107- 


-109 


12, 


no 


109, 


no 


. 


22 


I; 6 


, 21 


. . 


80 


• 


38 


• 


39 



194 



INDEX. 



. 8, 63-65 

. 28, 64 

63, 79 

: 65-68 

36-39, 68-70 

71-79 

78 

40, 42 

. 9, 80 

i4» 15 



44-62 
71-79 

82-87 

89-95 
97-106 



Cement (Dyckerhoff's Portland). Tested at the Watertown Arsenal 

Description of cubes and prisms, and mode of making them. 

Hair-cracks in the larger cubes, .... 

Description and discussion of tests. 

Strength of cubes of various sizes. 

Strength of prisms of various sizes. 

Compression, set, elasticity and resilience. 

Effect of a compressible binding substance on piers, 
Chatillon hard stone, ...... 

Composition and sizes of Mortars and Concretes tested. 
Compression and Set. Measurement of , . 
Compression, Set, Elasticity and Resilience of 

Haverstraw Freestone, ..... 

Dyckerhoff Portland Cement, .... 

Mortars and Concretes made with Newark Co.'s Rosendale cement, 
" " " " " Norton's cement, . 

" " " " " National Portland cement, 

Compression, Set, Elasticity and Resilence of building material. Sugges- 
tions relating thereto, ........ I I 2-1 14 

Compressive strength of British building-stone, ..... 22-23 

Compressive strength of cubes of a rigid material; increase of strength as 

the size of cubes increases, . . . . . . .5,6, 20-25 

Compressive strength of prismatic slabs 

By earlier (Staten Island) experiments, . . . . . . 4, 5 

By tests at the Watertown Arsenal, . . . . . • • 29-44 
Concrete generally stronger than the mortar used in its composition, 84, 88,96, loi 
Concrete, how prepared for specimens tested at the Watertown Arsenal, . ro 
Concrete. Whitaker's experiments with cubes of, . . . . 28, 29 

Concrete made with National Portland cement and tested at the Watertown 
Arsenal : 

Sizes of cubes, and age when tested, .... 

Description and discussion of tests, .... 
Concrete made with Newark Company's Rosendale cement 

Sizes of cubes, and age when tested, .... 

Cushions of wood used for half the number of cubes, . 

Description and discussion of tests, .... 
Concrete made with Norton's cement: 

Sizes of cubes, and age when tested, .... 

Description and discussion of tests, .... 

Craigleith sand-stone, 

Cubes made of a rigid material. Observations on the effects of changing 
the absolute dimensions of, . 

Law deduced from former (Staten Island) tests, . 
Cushions of various materials used at former tests, 
Cushions of pine wood used at the Watertown experiments. 



9, 10 


80, 95 


• 


95-106 


• 9, 


10, 80 




13 




80-87 


. % 


10, 80 




87-95 




22 


ngmg 


2, 4 




5,6 




2, 3. 4 


. 13, 


81, 82 



INDEX. 195 



Description of tests, generally, at the Watertown Arsenal, . . . 11-15 

Dupuit on the cause of relative weakness of prisms laid in courses, . . 43 
Dyckerhoff Portland cement. See Cement. 

Earlier investigations made at Staten Island, N. Y. Chief object of, . i, 2 

East Chester marble, .......... 3 

Elasticity and Resilience of Haverstraw free-stone, ..... 46-62 

of Dyckerhoff Portland cement, .... 74-79 

of cement mortars and concretes, 85-87, 90-95, 98-106 
of building material. Suggestions, . . 11 2-1 14 

Elasticity of stones, as given by British authors, 51 

Elastic limit of rigid material under compression. Determination of, 46, 50, 51 
Emery (A. H.), designer and builder of the testing machine at the Water- 
town Arsenal, .......... 7 

Freestone (Haverstraw) tested at the Watertown Arsenal, . . . 8, 16-62 
Phenomena attending fracture, . . . . . . . . 16, 17 

Preparation of bed-faces, . . . . . . . . . 18, 19 

Compressive resistance of cubes discussed with regard to the theoretical 

law, 20-27 

Tests of prismatic slabs, single and in courses, . . . 29-35, 41, 42 

Compression, set, elasticity and resilience of, .... . 44-62 

French building-stone. Compressive strength of cubes and prisms, . . 40, 41 

Further tests of building material recommended, . . . . 113,114 

General Tables I to VI, giving size, weight and compressive strength of 

specimens tested at the Watertown Arsenal, . . . 11 7-147 

Granite (Millstone Point, Conn.), Results when crushed between various 

kinds of cushions, ......... 3 

do. (Keene, N. H.) 3 

do. (Aberdeen), blue variety, . . . . . . . . 22, 23 

do. (Peterhead), ........... 22 

Grant's tests of cement bricks, . . . . . . . . . 3& 

Haverstraw freestone. See Frp:estone. 

History of earlier tests for ascertaining the compressive strength of building 

stone, made at Staten Island, N. Y. . . . . . . 1-6 

Hodgkinson on the relative strength of long and short specimens of the 

same cross-section, . . . . . . . . . 32, 46 

Homogeneity of structure necessary to develop the full strength of mate- 
rial, 24-29 

Homogeneity of structure not existing in large specimens of building mate- 
rial, ............ 25 

Homogeneity apparently exists in Berea sandstone as far as tested, . . 27, 3s 

Homogeneity of material as to strain and structure, . . . . • 52, 53 

Howard (J. E.), Engineer of the testing machine at the Watertown Arsenal, 13 



ig6 



INDEX. 



Increase of crushing strength of cubes with an increase of size. Discussion 

of the question, . . . . . . . . . 2, 4, 5, 6 

Initial pressure assumed in testing specimens, . . . . . . 14 

Kirkaldy's experiments, .......... '24, 32 



Lace-leather cushions. Phenomena attending fracture when specimens are 

crushed between, . . , . . . . . . 2, 3 

Laidley (Colonel T. T. S., U. S. Ordnance Department), . .12, 13, no 

Large-sized test-pieces needed for results of practical value, . . . 112 

Law expressing absolute resilience of cubes of a rigid material, . . 61, 62 

Law expressing compressive resistance of various-sized cubes of a rigid 

material, . . . . . . . . . . . 5, 6 

Discussed with regard to results obtained by the experiments at the 

Watertown Arsenal, ....... 20-29, in, 112 



31-39, 112 
are crushed 

2, 3 
40 



14, 
13. 



Law of compressive strength of prismatic slabs. 

Lead cushions. Phenomena attending fracture when specimens 

between, ........ 

Lias limestone, ........ 

Limestone (Sebastopol). Effects of crushing it between various kinds of 

cushions, ........ 

Limestone (British). Compressive strength of, 

Loads (Live and dead). Capacity of a rigid material to resist. 



Marble (from East Chester and Vermont), 

Marble (White statuary), ...... 

Material selected for tests at the Watertown Arsenal, 
Measurement of compression and set, 
Micrometer for measuring amount of compression, 
Millstone Point granite, ...... 

Monoliths, 

Mortar. How prepared for specimens tested, . 
Mortar made with National Portland cement: 

Sizes of cubes, and age when tested, . 

Description and discussion of tests, 
Mortar made with Norton's cement: 

Sizes of cubes, and age when tested, . 

Description and discussion of tests, 
Mortar made with Newark Company's Rosendale cement 

Sizes of cubes, and age when tested, . 

Employment of pine-wood cushions, . 

Description and discussion of tests. 
Mortar generally not found as strong as concrete made with such mortar, 
Houlds as used for making specimens of cement, mortar and concrete 
the experiments at the Watertown Arsenal, 



3. 4 

22, 23 

62 

3 

22, 23 

7-10 

44, 45 

52, 84 

3 

25-27 

10 



9, 10, 80 
95-106 

9, 10, 80 
. 87-95 

9, 10, 80 

13 

. 80-87 
84, 88, 96 
for 

8-10 



INDEX. 



197 



National Portland cement. See Mortars, Concretes. 

Navier on the strength of cubes and prisms, . . . . . , 32, 40 

Newark Company's Rosendale cements. See Mortars, Concretes. 

Norton's cement. See Mortars, Concretes. 

Notes on Building Construction with reference to set of metals, , 46, no 



Peterhead granite, . . . . . • 22 

Phenomena attending breakage of specimens, . . . . 2, 16, 17, 18, 63 

Phenomena attending destruction of specimens which resisted the first 

application of the maximum load of the testing machine, . 103, 104 
Piers of brick. Tests of , . . . . . . . . 10, 12, 107-110 

Piers (dry- jointed). Tests of: 

Made of 12-inch cubes of Haverstraw freestone, 

Made of prisms of neat cement, ..... 

Plaster of Paris, used in smoothing off bed-faces of specimens. 

Plaster prisms. Vicat's experiments, ....... 

Portland cement. See Cement. 

Pressing surfaces. Effect of changing nature of, between which specimens 
were tested, ...... 

Prisms of Stone and of Cement: 

Compressive strength of, by former tests, . 

Sizes of prisms tested at the Watertown Arsenal, 

shade of Haverstraw freestone, . 

gain in strength by reducing heights, . 

of Dyckerhoff Portland cement, . 

of greater height than corresponding cubes, 

built up in courses, ..... 
Pyramidal formation of fragments of specimens, 



20, 57. 59. 61, 62 

. 70, 75-78 

12, 13, 19, III 

. 42, 43 



2, 3, 4 

4 

8, 31 
29-35 
33, 35 
68-70 

39, ^^ 
41-44 
17, 18 



36-39 



2, 16 



Reid's tests of cement bricks, ......... 39 

Rennie (J.), . . . . . 17, 23 

Resilience. Law expressing absolute resilience of a rigid material, . , 6i 
Resilience of Haverstraw freestone, ........ 53—62 

of Dyckerhoff Portland cement, ...... 75-79 

of mortars and concretes, .... 86, 87, 91-95, 100-106 

of brick piers, .......... 109 

(comparative) of cubes of the Newark Company's Rosendale 
cement concrete, of neat Dyckerhoff Portland cement, and 
of freestone, ......... 87 

Results and Conclusions. Summary of, ..... . 111-114 

Rondelet's experiments, ......... 23, 40-42 

Rosendale cement. See Mortars, Concretes. 

Rubbing bed-faces of specimens. Results compared with those of plastered 

beds, ............ 19 



198 



INDEX. 



Sandstone (Berea), 

do. (Bramley Fall), 
do. (Craigleith), 
do. (Massillon), 



I, 3, 4, 5, 6, 21, 22, 27, 29, 35, 40, III, 113 

22, 23 

22, 23 

3. 4 



Set of specimens of a rigid material under compression, . 14, 44-50, 54, 71 

Small cubes generally stronger than larger ones, . . . . .112 

Special Tables I to X, showing amount of compression and set of specimens 
tested at the Watertown Arsenal, their sizes, weights, and con- 
dition r^f their bed-faces, ....... 148-192 

Steel cushions. Their effect on crushing strength of specimens, . . 2, 3 

Stoney(B. B.X 46.54 

Strain-sheets I-VIII. Explanation of diagrams, ..... 44-46 
Suggestions in relation to determining the ultimate compressive strength of 

a specimen when the testing machine is deficient in power, . 104-106 
Summary of results and conclusions, . . . . . . . iir-114 



Tables. See General and Special Tables. 

Testing Machine used at earlier (Staten Island) experiments. 

Testing Machine at the Brooklyn Navy-yard, 

Testing Machine at the Watertown Arsenal, 

Tests made at the Watertown Arsenal. Their object and range. 

General description of, . . . 

Tests made of Haverstraw freestone, 

of Dyckerhoffer Portland cement, 
of cement mortars and concretes, 
Thurston (Prof. R. H.) 



Vermont marble, .... 
Vicat's experiments with plaster prisms. 



Watertown Arsenal. U. S. testing machine at the, . 
Weyrauch. Strength and determination of dimensions of 
Whitaker's experiments with cubes of concrete, 
White statuary marble (British), . . 

Wohler's experiments, ...... 

Wooden cushions upon bed-faces of specimens; their effects. 



I, 6, 21 

7, II, 14 

7 

. 11-15 

. 16-62 

36-39, 63-79 

80-106 

49. 52, 53, 54 

3 
• 42, 43 



7, II, 14 

structures, 47, 50, 105 

. 28, 29 

. .22, 23 

105 

2,3, 13, 81, 82, III 



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